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Permit D04-410 - OVERNIGHT EXPRESS - SOUND TRANSIT RELOCATION
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D04 -410 Overnight Express 11231 East Marginal Way South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = 8rlef Explanatory DeSclriptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 376 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. OVERNIGHT EXPRESS 11231 EAST MARGINAL WY S D04-410 Parcel No.: 1023049059 Address: 11231 EAST MARGINAL WY S TUKW Suite No: Tenant: Name: OVERNIGHT EXPRESS Address: 11231 EAST MARGINAL WY S, TUKWILA WA Owner: Name: BATAVIA HOLDINGS LLC Address: 1809 7 AV STE 1002, SEATTLE WA Contact Person: Name: LISA WINTERHALTER Address: 603 STEWART ST, #707, SEATTLE WA Contractor: Name: SEA CON LLC Address: 165 NE JUNIPER ST, STE 100 Contractor License No: SEACOL *012R7 DESCRIPTION OF WORK: SOUND TRANSIT RELOCTION PROJECT DEMOLITION OF 1 BAY OF AN EXISTING METAL BLDG.; A SHOP AND A TRUCK WAY AREA. CONSTRUCTION OF A NEW OFFICE (ACCESSORY) ADDITION AND A NEW BAY TO THE METAL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE SEPTIC SYSTEM ABANDONMENT, EROSION CONTROL, NEW FIRE HYDRANT,NEW TWO DDCVA (ONE IN FIRE VAULT OUTSIDE THE BLDG & ONE INSIDE THE SHOP BLDG), REMOVAL OF EXISTING 2" DOMESTIC WATER METER WITH BOXES & REPLACEMENT WITH TWO 1" NEW PERM DOMESTIC WATER METERS AND #2 METER BOXES, TWO REDUCED PRESSURE PRINCIPLE ASSEMBLIES. PERMIT FROM VALVUE SEWER DISTRICT IS REQUIRED FOR SANITARY SEWER SERVICE. Value of Construction: $200,709.70 Fees Collected: $8,665.74 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 24 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: Sanitary Side Sewer: doe: IBC - Permit City oY Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us N DEVELOPMENT PERMIT D04 -410 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -410 Issue Date: 04/22/2005 Permit Expires On: 10/19/2005 Phone: Phone: 206 - 624 -3210 Phone: Expiration Date:08 /01/2006 End Time: Printed: 04 -22 -2005 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: doc: IBC - Permit City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us N Private: Public: N N Profit: N Non - Profit: N N Private: Public: N * *continued on next page ** D04 -410 Steven M. Mullet, Mayor Steve Lancaster, Director J "ra:i - +.sawJ.'..- .«++!1+�.+ Maw'.. I�:, reh .t:...��y4+a..;d:t��.:.w'fn%.wi • .���wf+: ».w"p::.c'�.w..s.: ".�J' 4` 4:h'S1'l r�}4%�iv Printed: 04 -22 -2005 Permit Center Authorized Signature: City at Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us "--1-4 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: DO4 -410 Issue Date: 04/22/2005 Permit Expires On: 10/19/2005 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 nstruction or the performance of w•rk. I am authorized to sign and obtain this development permit. Signatur Date: 6 I.2 2 , a Print Name: L sn M H I N T x-12 HA Lt-r-= 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. doe: IBC - Permit D04 -410 • Printed: 04 -22 -2005 Z ~w • • J U 0 0 0 0 111 � LL w 2 J ? w • a Z 1— O Z ~ 2 • � U C) co • D F- LU W LLO al Z • = O ~ Z doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 1023049059 Permit Number: D04-410 Address: 11231 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 11/16/2004 Tenant: OVERNIGHT EXPRESS Issue Date: 04/22/2005 1: 2: ** *FIRE DEPARTMENT CONDITIONS * ** 3: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq, ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 5: A minimum of one portable fire extinguisher complying with the International Fire Code and with a minimum 2- A:20 -B:C rating shall be readily accessible within 30 feet (9144 mm) of the location where hot work is performed. (IFC 2604.2.6) 6: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 7: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 8: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 9: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 10: 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. (IFC Chapter 10) 11: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 12: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access D04 -410 Sti Printed: 04 -22 -2005 z z ✓ w QQ � JU O 0 co o • LU J N LL w 0 u_a w = W _ z �. I— O Z ~ 0 O N O I-- w W z U O ~ z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 13: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 14: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 15: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 16: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 17: Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. (IFC 901.4) 18: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 19: All new srpinkler sysetms 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 recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 20: An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act, Chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 21: Local U.L. central station supervision is required. (City Ordinance #2051) 22: 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 #2051) (IFC 104.2) 23: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 24: 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. (IFC 505.1) doc: Conditions D04 -410 If Printed: 04 -22 -2005 z — c w 6 00 2 w 2 J w? w H = z f .- 1— 0 z I- W w U� 0 — o 1- w W F = - U UL O w z U = 0 I'.- z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 25: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 29: The applicant must notify MR GREG VILLANUEVA, Tukwila Public Works Project Inspector at (206) 433 -0179 or (206) 431 -2442 cell, minimum three working days in advance to schedule a pre - construction meeting . 30: Contractor shall notify Mr Greg Villanueva , Public Works Project Inspector at (206) 433 -0179 of commencement and completion of work at least 48 hours in advance. All inspection requests for utility work must be made at least 24 hours in advance. Contractor shall have a copy of City of Tukwila Public Works Department DEVELOPMENT UIDELINES AND DESIGN AND CONSTRUCTION STANDARDS available at the job site all the time. 31: Work affecting traffic flows shall be closely coordinated with Sound Transit Project Manager. Pavement Restoration shall be per City of Tukwila PAVEMENT RESORATION DETAIL RS -3, which is attached as part of this permit approval. 32: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 33: Applicant shall contact King County Environmental Health Department at 206- 296 -4932 for coordination and obtain requred paperwork for septic abandonment. Any septic tanks in the area shall be pumped empty and removed or filled with sand. A copy of the documentation from the business that performed the pumping shall be provided to the City Utilities Inspector. As disclosed in the attached letter dated March 31, 2005, there is a possibility that a portion of drainfleld may be within Seattle City Light's transmission line right -of -way. Any portion of the septic system within the Seattle City Light right -of -way will be removed and restored at no expense to Seattle City Light. It is possible that there might be two separate septic tanks on this site, one for each building. 34: All double check valve assemblies shall be approved by the State Department of Health. 35: Installation of the new detector double check valve assemblies and fire vault shall be coordinated with City of Tukwila Fire Department at 206 433 -1859. Applicant shall make arrangement for a fire watch for time duration when buildings are without fire protection, and notify Tukwila Fire Department at (206)433 -1859. 36: Fire system backflow installation outside the DISPATCH BUILDING must be performed by a contractor who has a Level III NICET certificate or a LEVEL U contractor's certificate of competency. Contractor installing DDCVA fire system backflow inside the remodeled Shop Building needs NO certification or registration. 37: RPPA for domestic water service shall be installed in a HOT BOX or equal freeze protection enclosure anchored into a minimum 4" thick concrete pad. Public Works strongly recommends power supply for the freeze protection enclosure. Power supply requires a separate permit from Washington State Department of Labor and Industries. 38: In the event that contaminated dirt is encounter on the site contractor shall notify Public Works Inspector immediately. 39: Any material spilled onto any street shall be cleaned up immediately. doc: Conditions D04 -410 Printed: 04 -22 -2005 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 40: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 41: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 42: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. doc: Conditions * *continued on next page ** D04 -410 Printed: 04 -22 -2005 z A- 6 JU O 0 U J ILI W LL Q U 3 I W Z I I- 0 Z uj O E . O H W W H H W z O Y _ O F- z doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Print Name: L rf1 - \t ' KIT 004 -410 Date: Z Z d Printed: 04 -22 -2005 Parcel No.: 1023049059 Address: 11231 EAST MARGINAL WY S TUKW Suite No: TOTAL WATER FEES: $2,200.00 doc: PWWATER City col Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 433 -0179 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us WATER METER INFORMATION METER #1 D04 -410 Steven M. Mullet, Mayor James F. Morrow, P.E., Director Permit Number: D04 -410 Issue Date: 04/22/2005 Permit Expires On: 04/22/2006 DESCRIPTION OF WORK: SOUND TRANSIT RELOCTION PROJECT DEMOLITION OF 1 BAY OF AN EXISTING METAL BLDG.; A SHOP AND A TRUCK WAY AREA. CONSTRUCTION OF A NEW OFFICE (ACCESSORY) ADDITION AND A NEW BAY TO THE METAL BUILDING, PUBLIC WORKS ACTIVITIES INCLUDE SEPTIC SYSTEM ABANDONMENT, EROSION CONTROL, NEW FIRE HYDRANT,NEW TWO DDCVA (ONE IN FIRE VAULT OUTSIDE THE BLDG & ONE INSIDE THE SHOP BLDG), REMOVAL OF EXISTING 2" DOMESTIC WATER METER WITH BOXES & REPLACEMENT WITH TWO 1" NEW PERM DOMESTIC WATER METERS AND #2 METER BOXES, TWO REDUCED PRESSURE PRINCIPLE ASSEMBLIES. PERMIT FROM VALVUE SEWER DISTRICT IS REQUIRED FOR SANITARY SEWER SERVICE. METER #2 METER #3 tu Water Meter Size: 1 1 0 F = -. v Quantity: 1 1 0 u. 0 Water Meter Type: PERM PERM w z UN Work Order Number: 5105a05 5105b05 • H z Connection Charge: Y $100.00 $100.00 $0.00 Installation: Y $950.00 $950.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $10.00 $0.00 Inspection Fee: Y $15.00 $15.00 $0.00 Turn On Fee: Y $25.00 $25.00 $0.00 Subtotal: $1,100.00 $1,100.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 $0.00 $0.00 Printed: 11 -07 -2005 T z ii- w oc UO co o w U w w ° LL. j co a z F I- O z I— U � O ( O H r CONTACT PERSON E -Mail Address: 166tII .) p � • b . co" Company Name: J 1 K) L LC - Mailing Address: 1 CDn7 6 k ) 1 4 ee S � . Contact Person: Mailing Address: tapplications'perntit application (7 -2004) CITY OF TUKWIt . Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Company Name: NI-4Z 1 0411 V1 AL Pigrpp Mailing Address: (pO 55-.v.ifr T sr. % - Contact Person:, 6 rzG 6-4 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: r—CAM Contact Person: PH ILU P V IPN N El N 1 N Ca �N PALO I Building Permit No. Po4-4 iO Mechanical Permit No. Public Works Permit No. Project No. (For of ice use only) Applications and plans must be, complete in order to be accepted for plan review. Applications will�notjbe accepted through themailor by(fax.) * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 10/3n1 ( 40 C 79 Site Address: 112.3 1 prST I 2i 11`04 5 • Suite Number: Floor: Tenant Name: C?V WQ N i C- 1 hi" New Tenant: ❑ Yes Property Owners Name: �7{CT'�v A HOLpi MC-3 t Mailing Address: 1' O SE \l E 1-1 >A.0 E t'.A 4100 2 5E..TTLE 1/JA qt In ) Cit State Zip Name: LISA tJr' Day Telephone: ZOCZ Mailing Address: an?) i''W/6 S. (1A q$11 City State ip Fax Number: ?CCO COM 32 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) 15SA& )A - 4 U)At City Day Telephone: State 'T€07 Zip • 4. E -Mail Address: r )pOk)P( g_ se cor tic, . cnr1 Fax Number: 4 Zs. $3? t S Contractor Registration Number: 5 EACX, L* 0 12 1..1 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record SEAflLE WA °gICJ City State Zip Day Telephone: ?Z (Ozq ') E -Mail Address: (- IP.12-.C.1 GN pled j . r6 m Fax Number: C p7N City Slate Zip 1 Day Telephone: 20.1. ��c1eD yto E -Mail Address: p�111\‘ () ')41)4 C r . ()TM Fax Number: t gf!Os • ...ri gr+, YrtN f';,. �n4: r .`•...1 ;ixw�o-t�s:�J ^. rir;i.N,.. 4 BUILDING PERMIT INFOR `.TION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 2.56 I oO V Existing Building Valuation: $ L 0 00 t 00 0 Scope of Work (please provide detailed information): )(.1t )1%112) 7`Z. ■6,r"r g e(,QCATI(91J Fig%ErT ►►.0 - �►. is.. ImAy AVIA. CO NSIPu(1 - 101 1 Of A wen) FIc. (kys& gy) P to vi AND " NE ?» 1L4 Will there be new rack storage? ❑ ..Yes 71 ...No If "yes", see Handout No. for requirements. Provide All Building Areas in Square Footage Below pleolc see a \\F - exks dernahs d otnd new arQas PLANNING DIVISION: e Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) NA *For an Accessory dwelling, provide the following: Lot Area (sq ft): SO 367a Floor area of principal dwelling: V Floor area for accessory dwelling: AA *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: - Compact: Handicap: .1 Will there be a change in use? ❑ Yes 14 ..No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 1A ...Sprinklers ❑...Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? 0...Yes No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material afety Data Sheets. 'applicatlons \permit application (7.2004) 0...None ❑...Other (specify) Pace 2 z re w 6 U U J H U) W W O U. ? I d .Il H = Z F. I— O Z I— LL/ • W U � to 0 I— W W - z W U = O z Existin • Interior Remodel Addition to Existing Structure New Type of Construction IBC Type of Occupancy per IBC 1S1Floor V71SP) I (DS/ 5 , p e er V • '5 I 2nd Floor (m X7.7) 41'5 pFmnue)tieD ) 3r Floor Floors thru Basement Accessory Structure* ` At ZZS ���� �s I S � a� he � d Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFOR `.TION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 2.56 I oO V Existing Building Valuation: $ L 0 00 t 00 0 Scope of Work (please provide detailed information): )(.1t )1%112) 7`Z. ■6,r"r g e(,QCATI(91J Fig%ErT ►►.0 - �►. is.. ImAy AVIA. CO NSIPu(1 - 101 1 Of A wen) FIc. (kys& gy) P to vi AND " NE ?» 1L4 Will there be new rack storage? ❑ ..Yes 71 ...No If "yes", see Handout No. for requirements. Provide All Building Areas in Square Footage Below pleolc see a \\F - exks dernahs d otnd new arQas PLANNING DIVISION: e Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) NA *For an Accessory dwelling, provide the following: Lot Area (sq ft): SO 367a Floor area of principal dwelling: V Floor area for accessory dwelling: AA *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: - Compact: Handicap: .1 Will there be a change in use? ❑ Yes 14 ..No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 1A ...Sprinklers ❑...Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? 0...Yes No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material afety Data Sheets. 'applicatlons \permit application (7.2004) 0...None ❑...Other (specify) Pace 2 z re w 6 U U J H U) W W O U. ? I d .Il H = Z F. I— O Z I— LL/ • W U � to 0 I— W W - z W U = O z EXISTING BUILDING AREAS: EX. REPAIR SHOP EXISTING OFFICE EXISTING STORAGE MEZZANINE EXISTING STORAGE BLDG EXISTING COVERED TRUCK WASH 9EMOLISHED BUILDING AREAS: UNDER THIS PERMIT REMODELED = ILDING AREAS: UNDER THIS PERMIT REPAIR SHOP NEW BAY ADDITION EX. REPAIR SHOP NEW OFFICE 4122 SQ FT 413 SQ FT 413 SQ FT 225 SQ FT 660 SQ FT TOTAL EX. FLOOR AREA 6,433 SQ FT. REPAIR SHOP 1259 SQ FT. (ONE BAY) OFFICE 413 SQ FT. MEZZANINE 413 SQ FT. EXISTING STORAGE BLDG 225 SQ FT EXISTING COVERED TRUCK WASH 660 SQ FT TOTAL FLOOR AREA DEMOLISHED 2,910 SQ FT. 5122 SQ FT. TOTAL 1659 SQ FT. 3463 SQ FT. 159 SQ Ft. TOTAL NEW/REMODELED FLOOR AREA 5,881 SQ FT. vl io:s:. Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,00$ CFM Fire Damper 0 -3 HP /100,000 BTU Fumace> 100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan C nected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation 'stem Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood . • d Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incl. rator - Domestic Emergency Generator Air Handling Unit <10,000 CFM / Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFORMATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State / Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented ate time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New ....❑ Replacement Commercial: New .... ❑ Replacement ❑ Fuel Type: Electric ❑ Gas ....❑ Other: Indicate type of mechanical work being installed and the quanti elow: L PERMIT APPLICATION NOTES.— Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN E R OR T RI ED A Signatur : Print Name: L \e-,A V\ , ` \k 13TH ∎Z\---\\L —I-lCe___ Mailing Address: (6 - - ) �� # � l \permits plus\ice changes permit application (7-2004) Page 4 Date: \\ / I Co I O - Day Telephone: 1 (v 67 Z L ' ? ) O c 7 l()/ City State zi Date Application Accepted: 11 Date Application Expires: Staff Initials: ran* .;m ,.,�. �,r aR= »,, m .M ,_.. ,.r:•,.. ,.w .. M �.»M•� ;. m+«.; isw: swyt+ �r+ rr•u,. „ *� ;' erq:t7:ti4;n7 ".;7rfF.':3, `C:� »t•� ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 1023049059 Permit Number: D04 -410 Address: 11231 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 11/16/2004 Applicant: OVERNIGHT EXPRESS Issue Date: 04/22/2005 Receipt No.: R06 -00276 Payment Amount: 435.74 Initials: 3EM Payment Date: 03/01/2006 09:38 AM User ID: 1165 Balance: $0.00 Payee: WASHINGTON MUTUAL BANK, FA TRANSACTION LIST: Type Method Description Payment Check 415195951 435.74 PLAN CHECK - NONRES 000/345.830 PW ADDL PERMIT /INSP FEE 000/342.400 RECEIPT Amount Account Code Current Pmts 58.00 377.74 Total: 435.74 3005 03/01 9716 TOTAL 43s.74 Printed: 03 -01 -2006 " • ' • .[altlr.L.w+- z re LI 6 - J O O to 0 w O 2 uQ co = w z = O Z w • w U O N O I-- w H H u- O. Z W ▪ N O Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049059 11231 EAST MARGINAL WY S TUKW OVERNIGHT EXPRESS R06 -00074 JEM 1654 KELLY PENA TRANSACTION LIST: Type Method Amount Payment Check ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Description 3004 RECEIPT Account Code 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 58.00 Payment Date: 01/19/2006 11:30 AM Balance: $0.00 58.00 58.00 Total: 58.00 D04 -410 ISSUED 11/16/2004 04/22/2005 1403 01/19 9710 TOTAL 58.00 Printed: 01 -19 -2006 z Z re IL/ 00 LIJ J H N LL WO � - LL < cn d = W Z I . 1- O Z F- U � O co 0 H- WW � 1- O .. U J- 1- Z ; .n.;l+::.� ;'.:5::.+1:»1' RECEIPT 1-Z III CC 2 Parcel No.: 1023049059 Permit Number: D04-410 Address: 11231 EAST MARGINAL WY S TUKW Status: ISSUED N 0 Suite No: Applied Date: 11/16/2004 Applicant: OVERNIGHT EXPRESS Issue Date: 04/22/2005 -J ir 0 IL L 0 Receipt No.: R05 -01138 Payment Amount: 435.74 u_ u d Initials: BLH Payment Date: 08/03/2005 12:36 PM H w User ID: ADMIN Balance: $0.00 z i i— O Z i— 0 O ( P- O I- 111 ii i =U Type Method Description Amount U. 0 Payment Check 34112 435.74 U N Z co -- _ 0 Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 SEA CON LLC PLAN CHECK - NONRES 000/345.830 PW ADDL PERMIT /INSP FEE 000/342.400 Account Code Current Pmts 58.00 377.74 Total: 435.74 5762 08/03 9716 TOTAL 435.74 Printed: 08 -03 -2005 Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of iiikwila OVERNIGHT EXPRESS R05 -01118 LAW 1630 SEACON TRANSACTION LIST: Type Method Amount doc: Receipt 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049059 11231 EAST MARGINAL WY S TUKW Description Payment Check 034058 ACCOUNT ITEM LIST: Description. Current Pmts RECEIPT Account Code PW PAVEMENT MITIGATION 000/344.101 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: 2,000.00 2,000.00 Total: 2,000.00 D04 -410 ISSUED 11/16/2004 04/22/2005 2,000.00 07/28/2005 03:31 PM $377.74 Printed: 07 -28 -2005 z Iz � W 6 U O 0 N J = f-. W O 2 g Q co d � W Z = F- O w ~ • w U � O N • I- W W 0 r- 1. O .. z W • = O ~ z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Amount ACCOUNT ITEM LIST: Description Current Pmts doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049059 11231 EAST MARGINAL WY S TUKW OVERNIGHT EXPRESS R05 -01118 LAW 1630 SEACON Method Description Payment Check 034058 PW.PAVEMENT MITIGATION RECEIPT Account Code 000/344.101 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: 2,000.00 2,000.00 Total: 2,000.00 D04 -410 ISSUED 11/16/2004 04/22/2005 2,000.00 07/28/2005 03:31 PM $377.74 5507 07/28 9716 TOTAL 2000.00 Printed: 07 -28 -2005 z z w U 0 N O J I-- c w w0 2 gQ =d • i-w Z = I— 0 Z I— w • w U 0 O N O H w w Z w U= 0 ~ z } Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of Tukwila OVERNIGHT EXPRESS R05 -00568 SKS 1165 BATAVIA HOLDINGS LLC TRANSACTION LIST: Type Method Payment Check 1220 ACCOUNT ITEM LIST: Description doc: Receipt 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049059 11231 EAST MARGINAL WY S TUKW BUILDING - NONRES PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE Description RECEIPT 000/322.100 000/345.830 000/322.100 000/342.400 000/345.830 000/386.904 401/379.002 401/342.400 401/386.520 401/343.405 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 7,188.30 Account Code Current Pmts 1,711.88 20.00 250.00 1,510.96 1,510.96 4.50 200.00 30.00 1,900.00 50.00 Total: 7,188.30 D04 -410 APPROVED 11/16/2004 7,188.30 04/22/2005 11 :01 AM $0.00 24427 04/25 9 716 TOTAL 7180.30 30 Printed: 04 -22 -2005 z z ' re w 00 0 co W ,- CO a. w 0 2 LLQ = w z �.. F- 0 ZI-- tu U� O N a F- w W tL 0 ill Z UN F- _ O E- z ACCOUNT ITEM LIST: 1 Description Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 z RECEIPT , z e‘ LI Parcel No.: 1023049059 Permit Number: D04-410 6 D -J 0 Address: 11231 EAST MARGINAL WY S TUKW Status: PENDING cn 0 Suite No: Applied Date: 11/16/2004 w W W i Applicant: OVERNIGHT EXPRESS Issue Date: _11_ co Li. 0 W M Receipt No.: R04-01535 Payment Amount: 1,477.44 g 5 u. a c0 P Initials: BLH Payment Date: 11/16/2004 01:05 PM I — User ID: ADMIN Balance: $1,716.38 1- L11 • z 1 ... . 1- 0 z 1-- 11J uj 2 D D 0 0 O — O I— TRANSACTION LIST: tu u j 1 0 Type Method Description Amount L I 0 Payment Check 1168 1,477.44 Z 0 co —I 0 1— BATAVIA HOLDINGS LLC BUILDING - NONRES 000/322.100 PLAN CHECK - NONRES 000/345.830 Account Code Current Pmts 221.04 1,256.40 Total: 1,477.44 ••••••••.•/..,, Printed: 11-16-2004 COMMENTS: Type of Inspection: ) ft-- a '4 AN (� --- 4 4 , e- ,,/ € Cif d ev,-// 5 4e 4-f1i 1-1v.5 _ 4 of et/0 (J / / A/5v / /r i t. r g.1 q lts1/t Pe' /. n'u i+ ( 7 @ / / e ' 7 --- A./ if Phone No Pregct• E R.-. 04 f 6 or-- Type of Inspection: Address: 1 z.3 tvx y1-- „v,Ait. ► Date Called: Special Instructions: Date Wante�l: 2 L a.m. ` l p.m. Requester: L-1 2_‘6" GS Z. -25 `4 Phone No INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 /0 t2L Approved per applicable codes. INSPECTION RECORD Retain a copy with permit El Corrections required prior to approval. $5(00 REINSPECTION FEE REQUIRED. Priorb inspection, fee must be pid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection; `` 11 Address: Date Called: 6 ) I)- /4)(2 - Ot ..,_LI 6k ta.-A Date Wanted: a.m. p.m. Requester: 1 Phone No: 111;7( co KIM — VA u Vt. ,. 04,Cd1 9101 -„,_,i ,. J I , , l l , 1 � { I'v1(0C v,4 U., c f 1 Ld1 AkAkS 6 f-4 e I 112h.4- n .e (1et 17 4, ,,,.- eA , Project: Type of Inspection; `` 11 Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 553 Std INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D Approved per applicable codes. Inspector: Date: 9' L~1 / co ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit 034 - PERMIT NO. El Corrections required prior to approval. COMMENTS: de / U/1t cw#r i if f a a si /T , ?/�fn'$ (N / 4tN e' S 1451t4: 4 Ok /cif� M1fr72 77- r fit o c Date Called: "L0 eLA17 leg /(, /A 9,C tio . _ld ae_- 154z 5 Date Wanted: '( 4/ a.m. p.m. Requesters / af(--C Phone No: Proje4t:, /� f � � i r � Type of Inspection: Ai Address t. 'A F Date Called: "L0 Special Instructions: Date Wanted: '( 4/ a.m. p.m. Requesters / af(--C Phone No: Doy -ti/v INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: Date: i7 / El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: , / /r char 6 _.. / Type of Inspection: ' '" (III, 4k7>77(/* 1J1D 7 A�J Y / � Date Called: .5"�* f v4. i `/ll n rLL in /f l! 4.4 .s �✓ • f�%/1'7 / f , — /4jJit ,(/1&t/ �i/z' �' ' fl5 „,,4 / j 'Q - /a/sr // 0,1 c i ,,&, -1 z m r 4._ 64€5 rid wow Phone No: - / 4 [. xf f - /6/&4/ aS / ” n-le_ - d,�� ,P fia._ hr &/}x 4 &J / r ,9yk �,r- pzT�. /s cu, 2- /. cA.h144/r ir ie.-- //•h r 5r' ( .� �. 1{J ,Pii( LLGu,UO p/ //1* /--- _ /--- , / 1 04, A/ , - • Project: MAIO/ 45 Type of Inspection: ' Address: f t //Z 3 / g et k✓ y i , Date Called: .5"�* f v4. Special Instructions: Date Wanted: a.m. if p.m. Request& I c5.41 (crti Phone No: /)0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TU:1 WILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: LTV Date: 3///a El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 3f COMMENTS: 'Type of Inspection: 1 P411 ?/ )/ /c1 /UE 14 i 714e Cc)i7 C*/ I L &i: / /ier-t Date Wanted: + (x( To 6 4 £ h 4 G -et tfrp 2 z (:,:fai..,,4 f. 0�.,�. C. , D. r 1) pg-Thif 60 . Project: O ( '"e c7rti::e 1 'Type of Inspection: 1 P411 Address: Date Called: Va'Vd L Special Instructions: i '0/2 E.- t: aA I : 5 fl Date Wanted: + a.m. P.M. Requesw: Phone No: F 2a0 570 171? INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D Approved per applicable codes. Corrections required prior to approval. Inspector: ek Date: / C 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z W 6 U 00 to 0 W = CO LL WO d � d LL cn a W Z � ZO W n � �_ F- w H- W Z U 0I- 0 Z COMMENTS: a f 4e, 1 V(,s�� , I; f26 c cr C 64 MC( FOSAJ if2,5 d «.► , ,,t7 (A1.0. 4,1,04 0 ,,„_:. : V 4 /1 _(I lr. (4 SIJI lia 4 4 T 5 C.e,f Phone No: ( f n c.. i 4. ? 7(►I —2- /91' e b it5 1su p (-oxs2t7 Project: Type of Inspection: Address: r �� � S Date Calle f �� �S— / Special Instructions: f� Date Wanted: t, 1 '— a.m. p.m. Requ\ ter: / Y/ / Phone No: D oi INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: Date: q 7_5 - /e)t, $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: YbS,iwYL 3e�iW:ttiXQkn ' . { COMMENTS: Type of Inspection: 4 / r,/� '� QA 4 wQ_ -- r -.t a <_ llivia 1) C OA- ta- pe, „,, ) l Fkmk i ( t! ia 14.E i PO C W/ d jj ( i g 2 x) d 5t `6'A) btu,, /0k' 1 f v 0Z o C.1 C 1& C cr vIitael N SLw � � I r n ' i( T Td i, Of x b� LP, f QC. UcS4A < ru.. -- �.n 11\-CL � U,. Q <, z . I ,, gb (I/1 a kA--C U , --�1 -t= ou% -( Al c..,, -I Q w,Ck., -, dot a. • ( 1t,ce.E. Rwu T AAP cid 4 0C {YA . ProO ect�t n 11 Type of Inspection: Address: �, 1\V �, w 7 1 �vk Date Call 4/19 /0k' Special Instructions: Date Wanted: ` a.m. p.m. Requ ter i ir k1 Phone No: DoW '-Its INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. R4 Inspector: c.� Date: ID $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: o-xi XrL E;1 Project: Type of Inspection: Address: Date Called: 4 /I7 / Special Instructions: Date Wanted: / t I / a.m. p.m. Reques er: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. U Corrections required prior to approval. COMMENTS: 07/0c' Cam. d\A"ti-k ti g" /C/1 d 2 F4-01„, / ipt,J foi u pjic Pd.( Inspector: 6.1t) Date: / $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: • COMME r Ai /� Type of Inspection: 46 r (.) Q IV eut,C -W-- F,# -c: 6-7•t' g of d='c ' Et r‘:-.--6. 4 (06c Asir ,) G(r,-5 m. Requester: ferry l s `. L 'JJ/LL /L ( (c& e4 �y Ce ' IN 64e (lcb re 71(.1_, -vu ia pu) rr pPC, g S 7 1 'V I1 (oS S va-Air Project: Q tier() i.9.4. � .ss Type of Inspection: 46 r (.) Address: // 1 6." -s Date Called: Or /// lo C. Special Instructions: Date Wanted: 6 4 ///.10 C, m. Requester: ferry Phone No: o / -730-S/9 s Doy- -/ /O INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector / C v 5 /c Date• /z / ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ik PiAlect: ,..... j _. Type of Inspection: A Address: //2 3/ f: /IN/ 2 6(42)9 /* Date Called: „......-, Special Instructions: .. ' Date Wan (2.. , . ... P.m. Requeste : Phone No: A CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 481 88 MMENTS: t)/f , /94 s /; 7/ L, e:1 I pproved per applicable codes. 1 $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be 1-1 paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: (206)431 -36 Araitr '4.444 Project: i1 teCaIIe ' Type of Inspection: Address: // 2.-S( c - Special Instructions: .1 ate Want-•: 3 ed: -- . -(.,3- a.m. ,6 Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (94 ./-0 , 44?'7 .1 dL ). - El $58.00 REINSPECTION FEE REQ IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: / R oc,/ , / z e a_s_v /)..2.494.41 ,a • / /Z (..esee--74 Address: i/ 23 /- / 11 , 4e 1/ . 1)--7 ( 4 ,1 7.:4-2, /- , „ 3) ,x/a11-44 4,-, ... e t: . /....ri l P ...es i A Requester: /2, riv ,,,,,w b. f 4 44, Phone No: L S /-7,--71/ 7,404‘ 4 1,I ' I s 4 / C I 4 '4—) i /94 7 1 0 izsu4/-,- 44..# If // 5 ; 4' /-;/a - 0.4 "72-,_ 0., . Projesp . Ay/Y Type of Inspection: q P./a/1*v Address: i/ 23 /- A44%) Date Called: Special Instructions: 7, Li Date Wanted: ...:. P.m. Requester: Phone No: INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. Inspector: Receipt No.: INSPECTION RECORD Retain a copy with permit (206)431-36 RI Corrections required prior to approval. Date: Date: 3a-oz ir "" $58.4 is 'EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Pr ect: LA) QA KZ. � Type of Inspection: -" �L Add ess: 1 (V \ 6 W S- Date Called: BIZ 7/ L Special Instructions: Date Wanted. a.m. 3/� p.m. Req lesser: / � � �� Phone Nc yrA) of Db -- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ja/o7 .S p.p.A - r 5 fill ('CN.4 , Ti_ 02.4-R gf- (Aiy Th. .A- v cg. St' NcLa__ of nil._ rr (i)0A Inspector: hAi Date: ? � 7-406 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: )) ri ;Iv /1 5 L ., b., 7c..,-,/ / 2/--,)(94-N s —.1f ,)1. 4 E) v.,r. e.4 .4.? , -C � � 4r.. c Addre ss: / MD / 1-i`p '"- 5 a '_da ON : 14 4 Date Called: 3) I. ._ c ,,c)--r ,r ;Se l9" ,,-i? 6 r1121.41 A „cm A 1 ...„,„t // , h c, 11, 1.12)," / el f `5 ra f?)-7. r'1.t st.r z A )4-'7 c`-ki Fin SLA 4 c-77), r:Gcho,, ,(0, 1411 - (171 l; Project: Type of Inspection: / Addre ss: / Date Called: Special Instructions: I , Date Wanted: // �� ,, a..m om . Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 Approved per applicable codes. El Corrections required prior to approval. Inspector ' 61 1.1 Date: ' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Prr�000� ,ect: T ype of pecti n —' Address: //,Z3/ Peas, 1't6. Date Called: Special Instructions: Date Wanted: / 4 0 6 3,111.. ` Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit • (206)431 -36 Corrections required prior to approval. $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project:A Type of Inspection: 1:764+- e f Address: / i/ 3i 1P, 4 gate 'ailed: Special Instructions: ' ✓ Date Wanted: a.m. /r "' Requester: Phone No: INSPECTION NO. IkSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. c orrections required prior to approval. COMMENTS: 4 yi / 4ot-46e *l A� 4 /' c( / (, s C °-- /7t41 St - Date: / D $58.00 REINSPECT! N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: �+,�,,� CD of Inspections r�- Address* /123/ 1--7/C./ Date Called: (J l Special Instructions. 7 Date Wanted: / � . , • Requester: Phone No: 4 INSPECTION RECORD Retain a copy with permit INSPE IN NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 na0 4 7 / /67 PERM (206)431 -36 COMMENTS: Inspector: IffIN Date Approved per applicable codes. El Corrections required prior to approval. ri $58.00 REINSPECTION PEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: I: COMMENTS: Type of Inspection: p I, 14 Addres : /14 31 f /4 S Date Called: 711 /0( n Z (ill r Y' Gv ( p c -1 —�¢-- /1�n t ;c. Phone No: _ "5 DAB 1 s T/Li „ F D • -t J t Y L-J E6 0c 0.E (M cal ` U Project: 0 V—CY■Xitt " ho Type of Inspection: p I, 14 Addres : /14 31 f /4 S Date Called: 711 /0( n Special Instructions: C,C�Sr' Date Wanted. a.m. Reques-er: c fr . u —�¢-- /1�n t ;c. Phone No: _ Migir"" 1.0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dot '(f" PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 Approved per applicable codes. Ej Corrections required prior to approval. Inspector: Date: ?tit 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: •.— vrt, A.-. / � 5 II /-} ?-- S. �� �, ,..r., 1 if' (' ?e e -4 LI /Lm) i ,,, 09.4 / /-`,�. h 0I- '7 A-, � 42.4 �,s - " _ A Y , s /'.4-, "-., rte-, pe4,4 -7 /,v., , . .04-ai /4/0 t 4 7 + S `e1c4 A C � 43: % j' i (5 hd46."---7 / 4t /1 /.fl - r #0,(14.--A--.7 4 5 u /5p9 "...4,,,,e e 2 , e /--,0v ,1- I of ��? , 7 Al • iriri .- 4 . / ‘1��• , Ar4 ,,/.- Requester: 44(d f �� . ti t -., ° tc./LatS4.0.■ 0 S c..6" r, / - ,4, 4:: ;// ;, -- GO ee 4,4k/01.4,4 / -r-149, ETA 51®, Project: I Type of Ins ection: Address: a Specilns ` t?� 1 1Cfi �„ ate Called: ns: fate Wanted: ,m Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPE NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 ID Approved per applicable codes. Corrections required prior to approval. nspector: Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: z = i W I JU 0 0 N 0 CO 111 J = 2 w w 0 2 g Q u a = W H W 0 O — O I— W H � . O Z W • = 0 � z COMMENTS: •) A, ( /1 Py , S, Type of Inspection: 20/ moo / ? ,ee 1, e ..7 , 'U /f� 6 T< ' 1_4., 0 _''J .2.4 y / 4 /4e Date Called: r 7, cha 7`" / I 1_ _1/ .: v ' // 1/l,Z2 "1/ ,C, � d ,/ , r � A _ /_...� I 4 L. . / r'7 / " C./-) a.m. Requ ter: ('� Project: OuuP..s 4,j 4 / ,,s Type of Inspection: 20/ moo , (•"tQ ° /� Address: //2_3/ / 4 /4e Date Called: Special Instructions: "� � -'� „/ '.^ [ )hone Dat e Wanted: �� a.m. Requ ter: ('� No. r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspector: Receipt No.: INSPECTION RECORD Retain a copy with permit Date: (206)431 -367 Corrections required prior to approval. Date) Coo 05' 7 $58.00 REINSPECTION( 'EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 1 • COMMENTS: Ip�j V7,1 /0 C X r aw4 ? pm) AA e RI tt ( i f e l x A ox., n to Q.* t i(5r • AIM )P w Q; +�., e, MO s(tL 1 1 1 Iii7,7pc Piticii I R I i kkACTA ilA a A A .lit CV \ XI2 PD 1 A J i Sri E k /,„,, A.- /i (MA1 , a.m. p.m. Req c er: J • /-/-114 1 Project: Ip�j : Type of Inspection: FL. ii OJ �p Jo? Address: /12- 3/ w� S. Date Called: ill za jr) 5' Special Instructions: Date Wanted: / I1 1 1 a.m. p.m. Req c er: J • /-/-114 1 Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ei Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: ///2-//) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: ,.. __of E 0- ) f 0 ` b U e--0 � x9 •' c)C ( ,Ilkk S c p� c,,. po, Ju of advi . tJ,,,itAk /5(ot to 11,5 - ta.AAAA. t d tu(7 C ?`' P241e. OA) 0 ..k -- ,. a.m. p.m. Requester cAtivi 5(.. -) f-A s 4; e To ' bt_ 9cl 0Abr . I k,.. w-e-Ope 1 5 p,L44c OA-, ch p - Cut Ileft ilkA s\- stp -vv, 6 i, - .... 9.,„, o rT 0 P • ` I ' � • it Ki V V I 4 w -t lisiv Pro U U. N1 �. IloM Type of Inspection: ,.. __of Address: Date Called: ) j "- S Special Instructions: p Date Wanted: 1 I( 1/ a.m. p.m. Requester /&'i Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 JJ Approved per applicable codes. ❑ Corrections required prior to approval. Inspector: GJ) Date: I t /SO S JJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: `-. f - 'Lf�` Address: _ 1(z( � 11 kA)7 S, . Date Called: t /9'10,c Ic11op7 .tc Ciu Ng (4 tZ Date Wanted: _ . tl /1U /0 S— 5 ip.0 Pu, of II" Elk 1-t- ALA T-e41 um-4. d co. goo P cJ OK, a N f 0 C lb -1 n -- r( r Project: CJ -2i11 � A Type of Inspection: `-. f - 'Lf�` Address: _ 1(z( � 11 kA)7 S, . Date Called: t /9'10,c Special Instructions: g Date Wanted: _ . tl /1U /0 S— a.m. Re qu ster: , J Ck� /YVKim Phone No: I - 2 0 (r) 3Qgo bI /S bbli-Li INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z • Z CC W 5 JU O 0 coo J � LL 0 0 • 0 =d Z = W O • W UO N 0H W W Z W 0 0 1- Z COMMENTS: Type of Inspection: Fl I-1 Address: 1/2,4 1 C/Y)u) 3 Date Called: , ii I/ /05 dm ,, 1 V 1 ? 50 ST-1 i -1- E.) -FLA4-1 . cVve44, Requester el7 /1/05 (Al Hve(i.e 774-r--7/74.,t . 1 2 )el ( 6 5 7 -5 -" Zi fl " e ) 51....-e.-e a" d a 1-/-Q-wit' / \---- 7) I'Llf) '4 / 404 1) ( i 1 i Project: ()Ve 0) I g.ki C)ep re 5 Type of Inspection: Fl I-1 Address: 1/2,4 1 C/Y)u) 3 Date Called: , ii I/ /05 Special Instructions: Date Wanted: iiP / P.M. Requester Phone ,5 -,R5Vg • . . . Po V- V/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. ,. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 II:Approved per applicable codes. Inspector: (5A Date: r ' El Corrections required prior to approval. ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: r - • '• • • • • : k • • :.•; • t • t • ••• • r • ; - • ; • • • 1 • • • - • - , COMMENTS: Type of Inspection: i.2. frit Ad res / 43 l 4 x,00 � . Date Called: / / 7 / 0 5 Aim - `, (4:... 4 mmL . 3 O iu.. i 0 41 Date Wanted: C' I , f {a ,, L. /,� • " I Ii 1't/E 4At. F ', ` S, .- Requejster:; >/q�fpF� ( 2 Ij•' i /•/ i 1 L.+�' - � f ,rkw ,f4 /AM . /4' .).! r 7i , 4 73 /. Ay( k S I vf' Hip ' ,771s7 Pr ect, ,. ,, fiiiiofizeo Type of Inspection: i.2. frit Ad res / 43 l 4 x,00 � . Date Called: / / 7 / 0 5 Special Instructions: r Date Wanted: C' I , f {a ,, . apm. . .m Requejster:; >/q�fpF� ( 2 Ij•' i /•/ i 1 L.+�' - � Phone No: ' INSPECTION NO. INSPECTION RECORD Retain a copy with permit oY — L /fa PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: 64J Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: COMMENTS: 'S s - Type of Inspection: / 1 - 7 6./-1 4. /i o r , 9i) ,,,,f0 liaiaci-P 63 u) e /<c► 4 /4y M, fv. c 4 /6/./ C70 r- 7.Q f ' / U - 9) x � y " ') z Sp ecial Instructions: / -_ . L C J / . � 1 ■ ` ' (I14 h41` 0 // � l 5 ,4Y31 , a.m. p.m. d rt ,74 7 A(fiL1__ 75-c l AAA 4 /, / bid C // n 4A-'t iflo h /�� 4 l c©i Phone No: 8 f 4 t/ 1 p 01#4 .t-(4 -m.e- ki (re /).141-4 ley/0/05" /too /4r�'i Project: (9VOi ..A)i -- is X fl/ 'S s - Type of Inspection: / 1 - 7 6./-1 4. Address: 11/14417 Date Called: /6/./ C70 r- Sp ecial Instructions: ( Date Wanted: ¢ it , I a.m. p.m. Requester: /, Phone No: Doti Lilo INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. D Corrections required prior to approval. Inspector: 6 Date: / r / / r / r , / y'YU ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type of. Insustioni It- ).‘ ti PV3fr r P ay Idi RIC in 5 7V fi.17- fr// / t l 2,7 / lev‘ c O ( . / i of riA,To 1 igla Aziki o)c Az , Special Instructions: • , ''•• i/ NMI/ Roi) /-41 1 g o ° 4ir r 4 a sr/44e- r/a4/-6,e. aJtp A. 7 0 r ' I 4,0 TLE , veZ ry ty )4 /p ro (: A A) itmxpr 4 mm4 Phone No: 1 ,,5' - , Z. •Y2 Project: Oder ni* old t5e/xesS Type of. Insustioni It- ).‘ ti Address: i id c 3 i C Ma/ 9 ifl ec,V COIS Date Called: 0 9/450/ 5 Special Instructions: • , ''•• Date Wanted: p.m. Requester: Ke ll y Phone No: 1 ,,5' - , Z. •Y2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Do y- 4// o PERMIT NO. (206)431-3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: Date: /WO) El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: /4. la44-14V41.*41 414 ' • f;i14-.4;41A3 COMMENTS: Type of Inspection: c 9/D1f0 j Nksiik w Address: 1r23) t5 /VA?. L‘jkl S • Qf on p /Lb Qi t 00k1 J ,v C I(, . �.. I ` . �Z ..,.�'..`•_ 6 J kw c f.« G�- A y l +.o 1 - (t1t � "UL-, 6-0 , A I / 1 L C , C f 0 � Tt.p.20. -PA . p .� --r).4.p„, i 9,,,,_, i (1�)D KO 47, �� ic?), z;ooP,��i . , -- rat , Phone No: I U G 9/ 21( PcW) . P705 4., Type of Inspection: c Address: 1r23) t5 /VA?. L‘jkl S • Date Called: 9 (2_7/c ' Special Instructions: / l Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. D Corrections required prior to approval. Inspector: Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1 COMMENTS: `i Type of Inspection: 1,0 ii/1 p Address: D 5 1< 1 iiii. ..... J • i 1 K - ei FAA '` Ap 5 a.m. p.m. Requester: 6/11 /MI (4 cop T 0_4, stp P . Phone No:" coyo it) M � � , ,� f �L / / L-. kA) TA A MA{) Pr ject: lA j OA Mk t `i Type of Inspection: 1,0 ii/1 p Address: D ate Called PN°S Special Instructions: Date Wanted: ' ` ` / a.m. p.m. Requester: 6/11 /MI Phone No:" INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)43 1 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: G AJ Date: ( (5, El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: y N � Type of Inspection: �,,, (--i4 �� Address: 9/2- IN kt iti /1 Q.W■ s -. �„ ill . 5 5- xis b R e e a.m. p.m. Requester: gi / 1 s749\ m,wt-{n-2 f c1 cl I -F. q/ o ' cl - . kt-e-v., tt i QQ ( [OA fiVW-4 y -mil e Pro UU1►VV t J1tJ y N � Type of Inspection: �,,, (--i4 �� Address: Date Called: 9 74/0 5 Special Instructions: Date Wanted: t { I ` a.m. p.m. Requester: gi / 1 s749\ c Phone IV o: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ,boy -L03 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: 9 f os rik4N (k AA_Lei ra\A L -- ilmouLck - (k). G F)' r?, r. 9-6po51\ ikr1-- Mocr., Patti-Q4 IftA . Cu. 50C., / TU,KAAcilA WA/EA c z)v■c x , 1:6 rielpp /-c 6 Ao 4e/el fltuL4 e0.00 wttir i/PA lql I o,ip.,, k ok ° iD csLim-e4-t- ovAiK f-bi - 11% . A,u,:t - - g(t),J, p 1 0 Fc lot) CiA pi 0)( 1 ii 'hi pv '4,4 liva._ \IP.0 roW AA, 4 _asd @ TO 0 or- II Yir y24 ae.41,4)4-J Voo; i ctAin R6.L.Y. 4 P-)61 16 ..QA,"‘QaA ,e, 4 1 II c-- 6C_ Thi2iLivc, C..jj\,$kJ Ammt NtA2-0 Project: 0 1,_.of\ Mt? - ,, f imozA Type of Inspection: Address: Date Called: q (q Special Instructions: Date Wanted: a.m. /1 1/ p.m. Requestkr: / ,...- p ...... ,--)C-6" . CO A I Phone No;_., f ,.. •-; INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TIJKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (2 06)43 1 -3670 ) 1=1 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: / / 6 1// e i/D5 / D $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: C OMMENTS: 9 447 t .t 4 /A 1 ` c Date Called: i G'ght / /0-5 , boafrit ( iLi Sc S a. ).D.(o C/j_AI . MC 6A-4tqaid / tp **et cil - 1 - k. //X° _u--1 �,/ (:a" / P.m. r CX 4 kit" 72 ,> 4 1i 2 w& t adw i %lutz,Le,,t ,Ocut al 6(4 Kt ./:. ktittc.Aled (, eql 0-e. r) /bet cl - /Ay i uDAA aile6 q- rut Al i{i rnl 1A. A.9:,k 6..i)/ ot q/2(.,/,), Project: Ow r o i c l, - 6press Type of Inspection: , �-' CbP irk` ;' i v 14 - 47kr 1111 � Address: 1 /A ) E,'YI UlS Date Called: i G'ght / /0-5 , Special Instructions: Date Wanted: �,/ (:a" / P.m. Requester f Phone No: 5) G52 -a.C/S:2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431;3670 PERMIT NO. El Approved per applicable codes. Corrections required prior to approval. Inspector: Date: 1 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: COMMENTS: 9J I141Qg'. c "4 C. g `' O -C . ,4, Aokd Type of Inspection: L r 14 1 L gi LI., wpf t .44. e 1 t -c. ' to/ LS. IA ibl flz 4 P‘ t� r61/4 I.Q . Cth,., 93" kl0.,.j\ Lo a -) su 8 Sti ft_9 A.. 6 - V p /WO � e4 I r ,fh, o c4, -frk 110 L Al) fr T-r K..14 tA,ja ot al 1- D c -K s7 J i° 5 , > `(v Il m.1-,e qa L-F. ds2YJ r+ ip ty k. PoillA /S (J-4 ,rC� �J r1/�1 �� . 4 d 1 Phone No: Prr 'eC� ct: NX a .Aii Type of Inspection: L r 14 1 L Addres (t2 I W, W � . Date Called: Special Instructions: I 7 Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)43 1 -3670 E Approved per applicable codes. Inspector: Date. /( `� LI $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Dog-411LP Corrections required prior to approval. COMMENTS: Type of Inspection: h ,i�� & ,-,0�,ft> 7cj(. A OV � 'tt / / ?) if A!h cs S . q / /2 /c I*5 4/ 4/494 gal/Wi #.-: 4//44 ky A44 ,i, i /2 . /d, v ? 1 ,3 P , ZO a.m. p.m. Requester: 5 24 . ) ,,. . �, r s c3 f lic . / wr r66' - L.-TJt 1 1 24 !A gb:2 -t, &V /L.Cu I Air fJ 0 Project: y ,✓' t /.� /Qfi�, Type of Inspection: h ,i�� & ,-,0�,ft> 7cj(. A OV � 'tt / / ?) if A!h cs S . D Calle O/D A MT (ft( Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: „ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 El Approved per applicable codes. Inspector: Date: 7 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: do9-Vo Corrections required prior to approval. Z Z Ce W 6 U 00 N O J = I— LL W Wj d = W Z � I- O Z I— W W n O-. 1-- W Hr- .. W = O~ COMMENTS: 5 p iA5' O5 P.a. nave ► 3Lot c.i , 0 / L A) cu,* £ 4 U.�A --r� S S , hr1,11_ c. w8... -ID 54;z4..,L., Q,t w. c Cv&i. tim (2 r(n - . s u.0 0% .s cTh (4P--\ To f) fAtpmQ I) t S `. QA.-, tri--1--QJ Wil- - Ces. P). h I k 1 L6 c4k Special Instructions: Date Wanted: i• 4, / a.m. p.m. Requ ster• 12 Project: 0vI oAtiRot 5 p Type of Inspection: ...... k Ad r s / tAl (I t Date Called: Special Instructions: Date Wanted: i• 4, / a.m. p.m. Requ ster• 12 /V KIV\ Phone No: 54 INSPECTION RECORD Retain a copy with permit D INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. Corrections required prior to approval. Inspector: Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Proj�c� N � n p rr �( Type of Ins ,� �t W P Address: `' f/Z ?/. g Or/mi h), S. Date Called: /4 < Special Instructions: Date Wanted: ' ` a.m. P.m. Requester: f / / �Y 1 h Phone No: INSPECTION RECORD Retain a copy with permit Dey —yip INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. El Approved per applicable codes. Corrections required prior to approval. COMMENTS: /2/5 ' (.a14-4"cfre. tAt44# 1 0 ' /2i/' e O� v/ � � � dill I J SC � w�e 5 t4A h-e.( Inspector: Gil Date: 2 i/ Z 2 / , - El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: COMMENTS: Type of Inspection: /1 , i Ad rgAs: f //3/ L.. � C� 07 I X/2 2196 - ( ittLQ C--- dl-'1 7 Date Called: 23'" 11)_ asp e sS, rogi i, f- �Z12.4 c. ' i C 71P S kc. ". /c T�n,..1 i / ( SP we( Q /C otika, Requ / v�� ff2) Phone No: Pro e ct: ull.,e4,.. 11 c, 411.44 4 Type of Inspection: /1 , i Ad rgAs: f //3/ L.. � C� 07 5. Date Called: 3 � Special Instructions: 1 Date Wanted: ii i / a.m. p.m. Requ / v�� ff2) Phone No: INSPECTION NO. E l Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: t470 Date: / 2_2.. / e) El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: rfi1r�<a;e ;a i COMMENTS: Type of Inspection: pill Address: 4 Date Called: ?// k/C) r Special Instructions: i n / / ,l / r /b , [/ ,Z. Wfl_ infri / U lm' Date Wanted: + a.m. p.m. 0 b 9 OPA 774 on--5(t: l/ // ' (fr)( C.Yafs ii r r Cut; ci,,ie .0 O ) /7n 4A i,r c 0 4). <' 4 /- ( /4. ; app 7/ f/ �- r ` ( f/ t co. A.. 2/ 5 yi 7 A• tom. ,/, 7z (' )24i„ 4, 7 Am , nil 4lek,e. Proj t: O U uc ApoM Type of Inspection: pill Address: 4 Date Called: ?// k/C) r Special Instructions: i n / / ,l / r /b , [/ ,Z. Wfl_ infri / U lm' Date Wanted: + a.m. p.m. 1�,n Reques eb �� /�- /" ` / : Phone No. Approved per applicable codes. Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: gki Date: rhSe" ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: bikY"''� Yi COMMENTS: 'Type of Inspection: cl./ Date Called: � /51 '..5 0 (y•etki G at 145 ph ,4/ e:"../t(i s IJ Address: 1/2 3/ F /nil& Imo! Ala. Av At..vd E • f0 !! -t/Z /7 . S' )(< t=-t/ - C A, v s . /I 'c ' , d.I tril- r r to 14 /(:) , r 9e) st LA 12-.5 0.e. ...G to r tiii s r oc rtt ( K, .14 / tr. "; L, 0` rA, 4/u Ilv ' ` /1..0 . .e) r ii rr• UC /,�" j) ,i- 4. 1, hu i aC iz ii, 4i /tirJ1 1,4) l / - ) -- S Lt. N 0 r . f.t 5 t I 1 L e1)1 -) ikI / k' , .4"4- 61. /;' Cf/ ' - Li (At4 . h mi I 6 ZE) / dot? ► V Ail .c r. /1. Project: _ 0 V1 / V I& lei' £Z ' 5 j, 'Type of Inspection: cl./ Date Called: � /51 '..5 Address: 1/2 3/ F /nil& Imo! Special Instructions: Date Wanted: % / /14.0./? � a.m. p.m. it t2 1 L W Q `� a o TES s ? Requester: I 73 oA / A4 x'/ n Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 'Inspector: a INSPECTION RECORD Retain a copy with permit Do V PERMIT NO. Corrections required prior to approval. Date: f ?% /IW 5 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: ( Type',of Inspection: R . Address: //2 3/ ,. `i' G'y S • Date Called: lo ,c 1 4/4/5 - ' S42: c7) A A2-it-‘rivkQ i Qzei�5AA 1 ( Ai 11u,,, �d, Requester: 44/01 IA )1 5 GL A44 7, i _I Axe 4 d J.- 8� & Akai M . l Proj ct: CVe.mf!f ( Type',of Inspection: R . Address: //2 3/ ,. `i' G'y S • Date Called: lo ,c ,/- Special Instructions: P Date Wanted: //, a.m. p.m. Requester: 44/01 Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: Date: FS /g /D El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z = I '~ W re JU 00 to 0 J uU 0 g Q = W Z = Z W U O - I� W W H0 O wZ U= 0 Z COMMENTS: Type of Inspection: Address: // 31 ,, /0/ tt)1 SS f3/q /o . sL?.(.t! rAA c.- 'n" ` Q..t.1 -0 7 in C-1.- ( 4 J &JCLA-d re A,, j ei 4 i).i AnylLi-1 cc (,tkn , Pkia. -r 6),:e J e-U- - �I 3 W1 Req ,(.fl� . / Mx 'i to Oe tat it- l l d*ri'f o EA fl ! i 1/ u </ Project: O11E - ( & (ii t t i! Type of Inspection: Address: // 31 ,, /0/ tt)1 Date Called: Wf /rc' Special Instructions: Date Wanted: y /i /v c a.m. p.m. Req ,(.fl� . / Mx 'i to Phone No: stk Approved per applicable codes. doll-Y/0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior, to approval. Inspector: eik Date: ii ad %� Ys�i« az' s i ww w� i `!e F`s ; tF t+ ti raa�tJ.Lthi ' s $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z j- 2 W JU O 0 co co J w 0 u_ Q to 3 = �.w Z r F- w W 0 ON 0 I- W W 4 = 0 'Id co 1= � O Z COMMENTS: Type of Inspection: ?re. non on 6 Address: i 1231 5 Natejinai .., Date called: 7— 27-05 — v k 01 ' 7■44 /--/ C C / rf-t4.4 Requester: Phone No:Eu3enejleCorly 23 2.-2553 q/Aft'et 5/74-,XL,f,2 , I 0 - &LIa? I LLi c , ,,, meti..s. 1., nti. Lt.„ /,a ctrep IcilttLe" bUideir tf4 4-1.-;. ' A . re...(4./Li , ' 0//(17*._.:0 Oar 5, G, L, ke.)-,_c(c 7‹...)Nz. 3,c"-- 7' elo , Project: _ gyerni3ht Express Type of Inspection: ?re. non on 6 Address: i 1231 5 Natejinai .., Date called: 7— 27-05 Special Instructions: WC — 8 c: r tan .ghel-ion Date Wanted: 7 -29 05 - 0. Requester: Phone No:Eu3enejleCorly 23 2.-2553 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 im Approved per applicable codes. L eceipt No.: INSPECTION RECORD Retain a copy with permit Do L1.L .H o PERMIT NO. Inspector: 'Date: 712 Jar $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: i D 0 0 4 12.5 - f3S7 - 772.0 e ['Corrections required prior to approval. • • ! • • .•.,;444-444.4.14-i^s.,'.4,044.4ivi4vey.-,,..,AW•44'4;11,..•, COMMENTS: Type of In ection: fee" vire. - - Cc),') Address: 1/� J t;/11605 Date Called: , o743.10 S Sp ecial Instructions: Ca d , f� l�ecK - to S L in fi Ole Date Wanted: 1970,161a ci G Y / /i /(S (.m. m. P. stg r : Reque y1c ,'. St'or,;-i 7 /iij c 's ' Not I,, t IL, Phone — id 7 -9 o ce'•... ..,11.‘ k..v y k.e.,e:j Y _;. t ∎?..134'1. 1 k.. r - £/ 1 lA "'kit r ' .rte" C 1: . - �; � �=�,. r.. f- 1n1 M ,i4 .i'i -4,1 ' t ... F .% r. r- J i t ILe <. I A - ( ,.,, - ,.# :/ PA_el al A ..e;. . r . z Project: O i/efi II ikt &press Type of In ection: fee" vire. - - Cc),') Address: 1/� J t;/11605 Date Called: , o743.10 S Sp ecial Instructions: Ca d , f� l�ecK - to S L in fi Ole Date Wanted: 1970,161a ci G Y / /i /(S (.m. m. P. stg r : Reque y1c ,'. St'or,;-i Phone — id 7 -9 o INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 LI Approved per applicable codes. 5 - 2y 5 LI Corrections required prior to approval. Inspector: Date: fl El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: r-- - rte r;,7G{ / Address: Suite #: // 23 ) .;Ma ii--t / (fir c i C'2. I- G c I --- K Phone No.: .e___ Monitor: 1. Pry c.); a(e- c 0 c Az: cv-- - i r i s ---e r 0' !mot 4 ('!J r i s" -e / ; Project: Ov-e r h 1 4 4 - E, Type of Inspection: r-- - rte r;,7G{ / Address: Suite #: // 23 ) .;Ma ii--t / (fir Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Lt.. Fire Alarm: /L" h -e� Hood & Duct: 4.4 e .e___ Monitor: Pre -Fire: / 4 Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 0 LI / CD PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. Corrections required prior to approval. InsPector: / / I $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from. ity of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 Date: fei H rs.: , T.F.D. Form F.P. 113 z w 0 CO 0 U) 2 u w ga s LL? F- F- = z1.- 1- O Z F- W N O F- W W LI O W Z U= O � z Project: O ,/e r l� I '" I -) �� Type of Inspection: 1 �� {ir•, . < i (`/� /' r .. , , -.74..A- /- Address: (I Suite #: ji 1 E L giorf loci / VI Contact Person: v Permits: Occupancy Type: Special Instructions: / Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Approved per applicable codes. Y cJf < Lie./ Corrections required prior to approval. COMMENTS: kW 5(Nt :r ` l pector: pal at Re eipt No.: 0 Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit 12/2/05 Date: 3 Date: p/,(J c2 s--'"- ° /(7 Ib Lf Lf! PERMIT NUMBERS Hrs.: $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 44 Andover Park East. Call to schedule reinspection. T.F.D. Form F.P. 85 r„ _*.ii�ti'ara�:r.r4'. -ri.. f.4 4u' LC. iw� +s.'N�ASiWi:✓+..'k+4 "ate'• G$ 1u •,.;a.ar }a ' `. a.r. , i.+,..:h c11''c<:u:.:u .:1:.8::Si:1r'^%n Seattle, WA April 11, 2006 Mr. Kelly Pena SeaCon 165 NE Juniper St., Suite 100 Issaquah, WA 98027 Re: Overnight Express — Tukwila, WA Dear Mr. Pena: This correspondence is to confirm that the new metal stud wall alone the east side of the shop building appears to be acceptable as constructed. This determination is based upon a review of the sketch you provided (see attached) and the assumptions that we noted on the sketch. Please feel free to give me a call if you have any questions. Respectfully Submitted, Exeltech Consulting, Inc. Q� 4 �� /0 Larry A. Harris, S.E. Director of Buildings & Facilities Attachment: Sketch of wall construction (Prepared by Seacon) Consulting Civil & Structural Engineers e x e l t e c h 615 2nd Avenue, Suite 660 Seattle, WA 98104 -2228 206.623.9646 fax 206.623.9658 !EXPIRES 07 -19' 07 R C IV E t APR 2 5 2O Olympia. WA Z = Ce W 6 v O 0 wi �w w ° u_ �C = • d W Z = HO Z 1— W U� O — O I— ww I=- 0 r- . u_ Z lli U = 0 F- Z • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Seattle, WA April 11, 2006 Mr. Kelly Pena SeaCon 165 NE Juniper St., Suite 100 Issaquah, WA 98027 Re: Overnight Express — Tukwila, WA Dear Mr. Pena: This correspondence is to confirm that our office has reviewed the modified restroom facilities in the new office addition and found it to be acceptable from a structural perspective. It is our understanding that the separate men's and women's restrooms have been combined into one facility, which essentially eliminated one of the structural shearwalls (see attached partial plan). The remaining shearwalls have more than enough capacity to carry the required lateral loading without further strengthening. Please feel free to give me a call if you have any questions. Respectfully Submitted, Exeltech Consulting, Inc. iCadf-tp- Larry A. Harris, S.E. Director of Buildings & Facilities . Attachment: Rev. A2.1 (prepared by PKJB) Consulting Civil & Structural Engineers 2o'-/ -H /U I EXPIRES 07.19-01 —1 615 2nd Avenue, Suite 660 Seattle, WA 98104 -2228 206.623.9646 fax 206.623.9658 REC „II/ED APR 25206:, D PARrINU e x e l t e c h Olyrnpib, WA 4• Architectural Group TOILET REV SCALE: Ire' =1' -0' SMGLE USER UNI -SEX TOILET ROOM NOW WATER TANK CLOSET- VERIFY SIZE OF CLOSET W/ k11- SWEAR WALL PER PLANS SWEAR WALL PER PLANS CLOSET WITW ROD AND SHELF. PROVIDE DOUBLE DOORS, 2' -0' EACH LEAF W/ NM FRAME -PAINT � - APR 2 1 Pesch Kroese Johnson Busse OVERNITE T DRAWN LMW CHECKED GAP DATE 2/23/06 JOB NO. 04088 FILENAME rev. A2.1 11231 E. MARGINAL WAY TUKWILA, WA 2 2 H' ~ W 6U 00 0� J I � LL, w O 2 gQ = a I w ' Z � = . F- O Z I— U � O N I- 111 W • 0 • O •• Z U 2 O ~ Z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK :33dV 2^ 1p - 01+' 2 (3 ri 1p x 'A 2R 111 1`.E, EN / y A , a 4`' r kg) eE 4, G S' ARCHITECT p KJ 8 a U ( / p,c i j ,5 fa 7S 6 /....9,20 5�yo / �,S ' -� � 6 (0 410 Cj a ?. C:::, �? /.(c'7 /6 .55 yo DATE F y .b ; .. I ci. r. LP 4"t 1 c'g' CERT. NO. b J i .2 - 9 ,C PROJECT (7 I; c - n i ei 'h L r C. -X..Q - .S % AIR UNIT WEIGHT ASTM C8 LOCATION i ) (1.1—-}M r Y c i / tt I � S. C &Jk +.,, / BLDG. P - MIT -NG... ZO -4 1/C ) OWNER 0 AIR WEA , (1 / L4. 1 EMP. AT AT _ AM PM EN / y A , a 4`' r kg) eE 4, ,4 4 rr S' ARCHITECT p KJ 8 / y 2 5 ( / p,c i j ,5 fa 7S 6 CONTRACTOR / N A / �,S TOTAL TRUCK SAMPLED 7 d3 TRUCK TICKET NO. h1 9 0 :A ' � < IN NO. 'y:-;C1 P_ TIME ASTM C -143 % AIR UNIT WEIGHT ASTM C8 YIELD CEMENT FACTOR TEMP. C-1064 CONC AIR C) 5 � . /y — _ J 2.8..545 9 Yq+, y 47 9 FINEAGG. / y 2 5 ( / p,c i j ,5 fa 7S 6 WATER N A / �,S BATCH DATA FOR �_ocu.YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 49 5 3 99 FLY ASH fO /pap C.A. — C.A. �_ j_ /7 � ) 8 / 5 o, 5 J 2.8..545 C.A. ^-- „ FINEAGG. / y 2 5 ( / p,c i j ,5 fa 7S 6 WATER N A / �,S TOTAL 410 Cj a T TO' E-4 co-k,„ ATTN: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823 -9800 EVERETT 1425) 259.0817 COMPRESSION REPORT lit v /i E. up; - 1-,3 if 44 / /A)4 • THE FOLLOWING WAS NOTED: FIELD TEST D ATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO / THERMOMETER CCOTHO /0 AIRMETER CCOAIO — OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 &TM C -1231 ❑ ASTM C -617 SAMPLE P/U DATE SUPPLIER AEA - -� LA (. L&.:/ a...11 CEMENT TYPE - DA11240,611- )(11/6 l ADMIX )3 02S /1a _ n (3,i�6,i,2 l.` PLACEMENT AREA & NOTES a C L/ 1 4 l - S // CAP IA) * a c E. C1 , eCrii i stti,c1A ;‘,‘. stg. efy, f fes E - pc) ri , INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE J2. y n. /'" SIGNED BY ^� I �, 1 i ` a ;7y z TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/04 d• / TEST METHOD C - - COPIES TO* ')k. , /�� /j c; 1 1 2.6) St, 4bVi'P 9'8'47.-47 COMPRESSIVE STRENGTH FIELD REPORT No. 9 OL- No. 56108 O /4.5,i7 C. - - OnSite Cure Method CAZRalb °•..rd. 13 4 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS DESIGN STRENGTH . C -.3 CU. YARDS PLACED � — L CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 1 ` rA�1 12919 N.E. 126TH PLACE D D REPORT No. No. r L L V 0 KIRKLAND, WASHINGTON 98034 ,a��/4�L'S��9800 EVERETT 259 DATE i s i za) 62 CERT. NO. 0 5 1 2 _ - L k) (425) -0817 ( 2 2 2006 FIELD REPORT MAR COMMUNITY pEVF_'oPmEIdT TO: b--4-4-.47/ PROJ C T (r)U -Vt e X 5 � LOCATION 7/ I (_-__-- 1 Net tcic 5 Co 77t , . . , god BLDG. PERMIT fro NO. — �{ ( 0 OW R k)(727 WEA E TEMP. AT AM � � AT PM E T N ' ER �j,��p� 7 - Cii W U '� V V A!), AUN • � CONTRACTOR ( IA. 5 €0. C ( INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASONRY _ STR.STIWELDING • HER STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS — SLAB _ AUGER CAST PILES _ COLUMNS 0 • ILLED PIERS WALLS — — I — i Ir• • � N r rte. t 4� BEAMS — -�- �.. ' Re:'i - I ( LOCATION (AREAS) / C Cee(1 (1 7 CL f J 1 I e&ek l r (4 (^ i, L ���t C .�C l - ( -fi t - - a ucc�. (�q h0 (-c s «IA Lk -, a LA) 0..t i � CONCRETE/MASONRY MIX NO. ' DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST SEE CYLINDER REPORT NO. AIR CONTENT ( %) _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS I REMARKS Ai( 7 ( � s,7- click 1 ( (I) Pm Q G�l- 0)1 5C.( feci- et 4.kaR P"td nal"( Cdo5 mac � _ �_� �, .t ~ " If / 56 ,a(I REVISED 7/05 TEST RESULTS APPLY 16NLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. COPIES TO . J • INSPECTOR SIGNATURE SIGNED BY 7 << 4-10-ecb_SS. e oX c_c• ) = 14A ," (+1 4-Le 4(aue peg ' gs PRINTE .IA o fpO, (� S2� 71-.55; u.2/ Pa I CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 388e 7-1 3- I S 7 4 x43 x 16 ,�, 0, 2 O FIG go G / /9v AM PM 3889 \F V..1S C.A. - WA " 3 - (5 243 CONTRACTOR SEA CON1 / ii - 6 3 c76Ci '3 SD 389 TOTAL 3 - 15 ZS ,2 5G200 376 DATE W MN'E5i'y , 1 S ZOOL, CERT. NO. £ S\ Z- kb SLUMP ASTM C -143 PROJ WEUNIT IGHT ASTM C -138 YIELD CEMENT FACTOR LOCATION 11231 vv, M ZC WY, 5, CONC BLDG. PERMIT NO. OOk — k\3 1w OWNER WEATHER C`-- 7_ TEMP. AT AT AM PM ENGINEER LAV 7 NC F. \F V..1S C.A. - WA " ARCHITECT 1 CONTRACTOR SEA CON1 / ii - TRUCK SAMPLED 4 C )8 TRUCK TICKET NO. 1 \807 MIX NO. 7D3'- TIME SLUMP ASTM C -143 o AIR WEUNIT IGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR 1w 1 L7 C.A. " rib° , vi<t) C.A. - WA " 69 0 FINE AGG. BATCH DATA FOR CU YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 125e, FLY ASH C.A. " C.A. " C.A. - WA " 69 0 FINE AGG. WATER '3 SD TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT COMPRESSION REPORT (425) 259-0817 ATTN THE FOLLOWING WAS NOTED: �� /-gyp �T p /� eV 1 Vim- \en1`( 5 FIELD TEST DATA TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar DE° V LOPi c� T AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER COMPRESSIVE STRENGTH CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE Zr 17 TEST METHOD SUPPLIER ( 5T - DNEV JAY AEA ADMIX. CAC12 ❑ ASTM C -1231 ❑ ASTM C -617 CEMENT TYPE ---= PLACEMENT AREA & NOTES ii:50 DM Jc' CADU SE N IEW • FIELD REPORT No. «-` � G 0 No. 5 5 8 4 5 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS CU. YARDS PLACED J DESIGN STRENGTH 7 1 Cap F. ` t\ i Ek P ' D \TON P n C...M, .V 1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/04 COPIES TO: >V ' / I .- INSPECTOR(S), NAME(S) PRINTED 0 N tt 3 P\C-0 1 E7 SON INSPECTOR SIGNATURE SIGNED BY 1.■ -4, 1` • Jan.30. 2006 2:04PM 206 - 223 -8223 To whom it may concern, Sincerely, Earl J. Bone P.E., P.L.S. A2-f —/(O No.3305 P. I/1 LIN & ASSOCIATES, INC. Consulting Engineers 719 Second Avenue • Suite 1218 Seattle, Washington 98104 . Tel #: (206) 621-1218 $ Fax #: (206) 223 -8223 Email: tin @linassociates.com January 30, 2006 Re.: Seacon / Overnight Express / Seattle City Light Easement at 11231 E. Marginal Way S. As a consultant for the Puget Sound Transit Consultants (PSTC) I prepared the Light Rail right of way plans where it tuns along East Marginal Way in Tukwila. I also prepared, stamped and signed, on 5 /S /0S, a "Parcel Map" for PSTC- designated parcel Tuk -021, being the property at 11231 E. Marginal Way, owned by Batavia Holdings, LLC, containing the business run by Overnight Express. To develop the right of way plans and parcel map I was provided by PSTC with the limits of the new Seattle City Light duct-bank easement, the location of which is delineated on said parcel map. Z also wrote the legal descriptions for the City Light easement as well as the easements for the Light Rail Guideway as it runs through the parcel. I say all this just so you know that I am very familiar with the project. On January 23, 2006 I sent a survey crew to the site to stake the boundary of the City Light easement at the request of Seacon construction. We utilized nearby `construction control' monuments established for the Light Rail by the PSTC prime surveyor, Duane Hartman and Associates. To the best of our ability we staked the corners of the City Light easement closest in proximity to the building (that was cut apart and being rebuilt). We staked the west line of the easement that is, per record, bearing S13 °32'42 "E .120.19' which runs next to the building. My survey crew reported that visually, by standing at one end and looking at the other (even though it was a muddy mess) the forms for the new `grade beam' appeared to lie entirely west of this easement line. The forms were very close at the south end, but even the City of Tukwila inspector acknowledged that the beam looked like it would not lie easterly of the staked easement line. The forms for the grade beam at the north end did, however, cross the easement jog line (N76 °27'08 "E 4.00') and extend for some distance northerly into the City Light easement. The survey crew said it was briefly discussed that the grade beam might get shortened so as not to extend into the easement, but we have not been asked to return to the site to verify if such was done. RECEIVED 1‘;,,!, 0 2 2006 D EPARTMENT z IZ w M JU 00 c o � tu co w w 2 u _ = w z= Z o ui U � 0- 0 I- wW H r- u. ..z U =. O z \ � CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION ` ' 1 L� I .1 : {' ; 12919 N.E. 126TH PLACE REPORT U No. \ Z Z�C \ 1 - No. , , KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 �/�,� DATE V SD ��.J7 1/ �-5.' 5 ZO° CERT. NO. 0 5 \Z - �° FIELD REPORT TO: 4--A-4 �/.'7 PROJECT l 0 E(Z.N ( C 1-1T De...P7.E. LOCATION 115\ W,1\AA Z_CslK1,AL- WY, S, Z` I ' i ;i) 4(.f 4i 4i( 4,1' icyv BLDG. PERMIT NO. DOA- -At ■0 OWNER U , j , J,041, f v 1 u 0;-7 RECEIVED WEATHER �� TEMP. AT AM AT PM VTR 2 r s % ^i .l i3 ENGINEER 1_,M/ V ZEN( F. r 17 1 � COMMUNITY ATTN. DEVELOPMENT ARCHITECT P \‹._ 3 B CONTRACTOR G1( CDN (3) ITEMS INSPECTED — FOUNDATIONS FOOTINGS _ SLAB (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEELONLY X RESTEEUMASONRY _ STR.ST/WELDING OTHER r MUT:k A ` \! STR.ST /BOLTING _ AUGER CAST PILES COLUMNS — DRILLED PIERS 6- WALLS BEAMS — — (4) (AREAS) ML � 1 5V A 1111 0 r _ • ♦ "Ar A • _ A,∎ B fl S c .« F= . L. 41V\ ..v ,. WIA,..t...S, . CONCRETE/MASONRY MIX NO. 7 0 3 + DESIGN STRENGTH (Pc) 2 • CDC P. • `.. SUPPLIER STbNE1JV TOTAL CU. YD. PLACED I SLUMP (INCHES) \O SPECIMENS CAST . — I A. S x 1C� F- -.1- :I Y l D AIR CONTENT ( %) SEE CYLINDER REPORT NO. 5 1 1 - 5 ..YES _ NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: t\1OT CA_D5ED 1 -010 EN( r. W 141 C 1-1 DPNVE LP ZSON. . TO C VVY dc - TU \< \ L! \3 LOG D ETI , EEL_ . A NT 'ME ` OVE _ !� • i * _r JAIL i PLANT' 1-Jc0PP E 77.DZZ CD NT(ZZM TOIL "ODED ! TEZ_ c 'i \TEL AEuk,P NI U \j J L r V \ LJ VE.D MlX - C VEEED TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 7/05 COPIES TO' Dtiov- INSPECTOR(S), NAME(S) PRINTED DEN - ...)1,C15 D 1� INSPECTOR SIGNATURE SIGNED BY r. '.•�..,w+1a ln�rt�t: azv,' M� +�+:AYJhw^Y+?'x3'.:�x'�R!fiSYii .......+... ;.aR...e•aa.:..+.»..n+w..�wyw.. �. y+...++ ��.+.++.wo.:.:.e.w..i.r.....r.w . ..:.�.e '.•...:..:: s - , ' `30x Certified Inspection Services, Inc. Customer: Cascade Testing Laboratories Project: Overnight Express Specification: AWS D1.1 - 2004 Remarks: Work was performed at Monroe Welders. Procedure No.: 1 Base Metal Type: fe Surface condition: as welded Joint details: 1069 S.W. 328th Court, Federal Way, WA 98023 Phone (253) 927 - 0626 Fax (253) 661-2984 Ultrasonic Weld Inspection Report AWS D1.1 Class: Statically Loaded - 6.13.1 /Table 6.2 Job Description: Ultrasonic inspection of: complete penetration welds, as listed. Procedure x t Tor Corner Butt Joint Joint Ultrasonic Equipment Instrument: Mfg.: Krautkramer Branson Model: USK 7 Transducers: Mfg.: KB Aerotech Frequency: 2.25 MHz Dimensions: .375" x .375" ceAngle: 70 deg. Dimensions: 1" dia. Angle: Straight Beam Inspected By: Thomas E Weld Joint: TC U4a/TC U4b Weld Process: FCAW ( TC- U4b -GF Serial No.: 1566 Level Approved By: Re c ewer) FFR 2 8 20116 COMMUN D EVELOPMENT T Date: 2/13/06 Job No.: 0512 - 40 Report No.: 26431 Z tr LLI 2 J U 00 W W - I W 2 LL Q c = Fw Z = H Z w U� O N O H W w - O W Z CO O ~ Z Customer: Cascade Testing Laboratory Job Description: Overnight Express CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD INSPECTION REPORT Report No.: 26431 D No. Angle Leg A B S Path Length X Y Thick. C D Depth Status 70 48 0 .000 70 48 0 .000 70 48 0 .000 70 48 0 .000 Weld I.D. Repair % 0.0% Reject % 0.0% R# Remarks Pc. Mk. Acc. 2AR to a 2AR Acc. 2AR to b 2AR Acc. 2AL to a 2AL Acc. 2AL to b 2AL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 42f110 I-23 / - 3C. , 7 LxlZ .' 2 7 / o' //0 0 36, { ) AM -I II AT 2 -20 Z13 ARCHITECT i l i VC9t, jqq ©l0 5/c'c' 527h CONTRACTOR . Ek CQl a-f12- FINE AGG. 2. 20 7-8 WATER 7 50 TOTAL DATEMONDiscY , 72 _006 CERT. NO. O 517.- rd SLUMP ASTM C -143 . P oN I f 7 OVE. (&T - P' - YIELD CEMENT FACTOR LOCATION ‘ \Z3\ E MAECslt\ A — WY `-,, ASTM C -1064 CONC BLDG. PERMIT NO. C NO OWNER " C WEATHER TEMP. AT AM CA-0U O Y AT PM 1 NGINEER L.-AWt' -NrF EA NZIL15 ARCHITECT " i 139 6 CONTRACTOR . Ek CQl FINE AGG. TRUCK SAMPLED kZZ. TRUCK TICKET NO. f0Q S 5 7 & MIX NO.5001 TIME SLUMP ASTM C -143 % AIR WEUNIT IGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR \ Z " C C.A. ,, &Z-c) k ,° C.A. " C.A. 3 A " BATCH DATA FOR CU. YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 4.\-70 FLY ASH C.A. ,, C.A. " C.A. 3 A " i 139 6 FINE AGG. t 32.1 WATER 7 50 TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (4251 823.9800 EVERETT (4251 259.0817 COMPRESSION REPORT TO' \/ L-5 7c= //,(A4- ATTN' THE FOLLOWING WAS NOTED: LONCJC'E FIELD TEST DATA kLt /cz RCCE1V E F EP, VE' COMMUNITY pEVE AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH CONCRETE COMPRESSION MACHINE I.D.#CC00000 SAMPLE P/U DATE TEST METHOD (' -3‘; SUPPLIER 5570kNWEWPS.Y AEA r 07_ ADMIX CAC12 M'C -1231 0 ASTM C -617 CEMENT TYPE FIELD REPORT NoVZ -.J PLACEMENT AREA & NOTES N EVE PVT\ON FTC', C JSDE ENV c CU. YARDS PLACED 7- No.55830 SAMPLING IN ACCORDANCE WITH e APPLICABLE CODES & SPECS DESIGN STRENGTH - 3r COO v , t \.+ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/04 COPIES TO: 9 INSPECTOR(S), NAME(S) PRINTED I C . N « 3 AsC-00 Nl• INSPECTOR SIGNATURE /1 / " SIGNED BY Z Z ~ W 00 co w� co LL W D L N = "±" I— W Z = H I— 0 Z U O N O E- WW I--H 9 - - 0 .. Z W U= I= I' z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK C eR - LP"' to 2 '7 tp X ),A 2R 7 / //9 ' 3 '?., 47 94/ iRS�4.) �.� C.A. -- :, _ . FINE AGG. �i.,)� 1 Li 9 6 <r % 93t> 7,56 4j -5,26 WATER G(D , .��' - fig' DATE ,r ; A, ,.. I. , t;, r.7 4 4-t1 ct.> CERT. NO. b 5 i A, - 4 Y1> PROJECT C L� P ?•. it ►i i c:i'k L t_x. ;- ..S-s LOCATION 3 1 E, M Q It c ) r C �' s I f -' L I S 6rOKI- .0./ ,, BLDG. CEMENT FACTOR WEATHER (t Ch e t TEMP. AT AM AT PM ENG0EER 7 k 0 Lt.) 0- E .7 c F 4 4 , 4- ze r `r) ',S ARCHITECT P k,.l 8 CONTRACTOR et, 5 847 rl.. TRUCK SAMPLED 11, D 7 TRUCK TICKET NO. !PJ 9 0 �iJ MIX NO.S 6 TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR `-3 990 ASTM C-1064 CONC AIR 94 3 � 9 --- ----' y 111 +F, 47 94/ iRS�4.) �.� C.A. -- :, _ . FINE AGG. �i.,)� 1 Li 9 6 <r % 93t> 7,56 4j -5,26 BATCH DATA FOR �Qcu.vo. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT '4 c, `-3 990 FLY ASH 1 0 n i Oe>d C.A. — — ----' C.A. 3 !9 1895 c iRS�4.) �.� C.A. -- :, _ . FINE AGG. �i.,)� 1 Li 9 6 <r % 93t> 7,56 4j -5,26 WATER "/ A 1 1 j TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT COMPRESSION REPORT LA jrop�ae ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. if e CONE CSLCOO / e THERMOMETER CCOTHO AIRMETER CCOAIO """' OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #0000000 TEST METHOD C SAMPLE P/U DATE � SUPPLIER c.. ` �A V vl E c� Dazoser AEA - ADMIX. / ) PLACEMENT AREA & NOTES �C7 L/ G /i�J� 02-S /atjd Wyk 3C DESIGN STRENGTH IS ` a C3 8 (425) 259.0817 Re ceiVE0 FEB 2 ' 2 005 COMPRESSIVE STRENGTH -}ASTM C -1231 ❑ ASTM C -617 FIELD EPO No, 5 610 8 REPORT No._��� � �J CEMENT TYPE -Z CU. YARDS PLACED it? a P Qb (4; IW)•3 4'/ a't_s ocP LUC`l - SA de cc 4E7 tM i i , urwoQgcx�K':Ywn'?A4+ ,' :fi'ena'NYrr'�.A';;N +g On Site Cure Method c4.,>? d 4`3'.'"{ 13' 6s SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS Ce1Y1(;y -L 4 7 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH - OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/04 COPIES TO '�J - •l�L /1 ./j INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY c?) 1 i 61 a F,s k SO, rty-F-q COPIES TO: • .../L A.1 J) J CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE REMARKS: � Gi.L .'( S VC A-% C-Crn W1 b'VE ci 1 � S , I ! / E;(6: )6 C' I it 5 S 1 " 7 `L" .I, .i G C:F c e •C h b , t.r>!1 `t S 3 \ t li w Q N C.7 i` i 7 v1 F S (7 Y) ., 10. r.� -c A it 6 . 331 1/ , CON‘Citrgb , 1 4.( F. C\ \itS pk.7vvx TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 7/05 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY ‘r c 4 F.A.A4 r .� PREVIOUS / 4 4 REPORT No. No. •. L_ `i C. £J ccr lea � , AA Ar Lp 14% rf " Z W 00 W N LL W u_ Q � Z = F- 0 W • ~ U � O N O H W I– • O ,z W U = O ~ Z • •"•• ... ................. ,owe 4L71 i J - YtlUU DATE f=i v' �`' ` CERT. NO. e "` [-E B To EVERETT R v I if Itt FIELD REPORT FEB i' ( A 3 zoa .) p M UNI U �'. (� GYi BE PROJECT i 1 r) E ,r1nlci�► C C - C x in r- 5 LOCATION 1 6 vK w ; i c} 1 1 3 1 k7 ; Pi 41+141 i ✓1 al let., S. F `ubl`> - -f S t B PERMIT NO. I to OWNER r-�- jj {� �/, 5s (, 'I Li) 4. S 9 , PC � / WEATHER �; f lz 'I r : (� /t51 TEMP. AT AM AT PM �/ ENGINEER / i i f ATTN ARCHITECT 9 H a r ¼13 CONTRACTOR ., � C ., rn (2) INSPECTION PERFORMED ESTEEUCONCRETE RESTEEL ONLY (3) ITEMS INSPECTED FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS -eSLA B C!'1 7ri3 al f ,_ RESTEEUMASONRY STR.STIWELDING _ COLUMNS — WALLS — BEAMS — OTHER STR.ST /BOLTING -- (4) L i LOCATION (AREAS) ! al con q r-4 C F' A Y i, 4[._.5 i G D �' AZ-44.3 I 1 . A LI d 11 i ! JO, �. CONCRETY MIX NO. _ I« 4, DESIGN STRENGTH (Pc) yae)D SUPPLIER S d!/Y.) E 4.,J 4 Cf TOTAL CU. YD. PLACED 020 SLUMP (INCHES) 3 7 4 SPECIMENS CAST c73 l / w. f J AIR CONTENT ( %) SEE CYLINDER REPORT NO 6 &,/ d v ' YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ COPIES TO: • .../L A.1 J) J CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE REMARKS: � Gi.L .'( S VC A-% C-Crn W1 b'VE ci 1 � S , I ! / E;(6: )6 C' I it 5 S 1 " 7 `L" .I, .i G C:F c e •C h b , t.r>!1 `t S 3 \ t li w Q N C.7 i` i 7 v1 F S (7 Y) ., 10. r.� -c A it 6 . 331 1/ , CON‘Citrgb , 1 4.( F. C\ \itS pk.7vvx TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 7/05 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY ‘r c 4 F.A.A4 r .� PREVIOUS / 4 4 REPORT No. No. •. L_ `i C. £J ccr lea � , AA Ar Lp 14% rf " Z W 00 W N LL W u_ Q � Z = F- 0 W • ~ U � O N O H W I– • O ,z W U = O ~ Z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 2 o t - Z3 I 2 - 2 c' 7 ZS 2XIZ C.A. " Z9, ` 7 / 04 1/0 0 - AT AT ,- ( I ENGINEER LAWC' S\LCE f- NZEIS t2- ARCHITECT P C.A. - !c" 2' 2c• 7.8 FINE AGG. \ 3 WATER 7-50 TOTAL DATEMONt>scy 2 f [..5./OL-a CERT. NO. O 5\ 7- t' SLUMP ASTM C -143 % AIR PRO D CEMENT FACTOR V G_i tt r 1 EXrfE LOCATION 1 \Z3 �, MPcersttJAl.r WY, 6 AIR \ Z,- 13LDG. PERMIT NO. 73 0 \O OWNER C.A. " WEATHER C.A.-DULY TEMP. AT AT AM PM ENGINEER LAWC' S\LCE f- NZEIS ARCHITECT P C.A. - !c" 1 CONTRACTOR SEtk CON TRUCK SAMPLED 4ZZ TRUCK TICKET NO, Q B 57 6:7 MIX NO,SOO\ TIME SLUMP ASTM C -143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR \ Z,- "C C.A. " (,7$ `S C (17 C.A. C.A. - !c" 1 69 b BATCH DATA FOR GU.YO. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 47 O FLY ASH C.A. " C.A. C.A. - !c" 1 69 b FINE AGG. \ 3 WATER 7-50 TOTAL M TO• /( )7G CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (4251 259.0817 SUPPLIER STD `‘e COMPRESSION REPORT ATTN• THE FOLLOWING WAS NOTED: CONC.Ji FIELD TEST DATA DEVELOPMENT AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE 1 / 2-4 TEST METHOD (7 -3 f RECEIVE ' FEB 13 200 COMPRESSIVE STRENGTH . ASrrM -1231 ❑ ASTM C -617 CEMENT TYPE FIELD REPORT NoVLI c � No.55830 SAMPLING IN ACCORDANCE WITH ' j/ APPLICABLE CODES & SPECS CU.YARDS PLACED 7. AEA 3 r 07_ • ADMIX �1-�� CAC12 71- % DESIGN STRENGTH COO ` . 1A- I PLACEMENT AREA & NOTES N ENV '...A.5 Pu.OV \Ot r T 1 Ci, G JsDE 'L P,M c l TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/04 COPIES TO INSPECTOR(S), NAME(S) PRINTED KM - NW N W « J CJ ACO T \t INSPECTOR SIGNATURE // ,����/f - 00 • . SIGNED BY Z _1- • Z a , W QQ � JU 00 W a -I F U- W O LL Q co I Z I • 1— O Z I- LLI • w U o O — 0 W W H H l O Z W = O~ Z T • FIELD REPORT TO . 4 1 10 5 YC Pwn � ATTN• ( INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEELJMASONRY — OTHER (4) LOCATION (AREAS) 4 t /0v _ RESTEEL ONLY STR.STIWELDING — STR.ST /BOLTING (425) 823 -9800 (425) 259 -0817 CONCRETE/MASONRY MIX NO. 5OO SUPPLIER -- VE7I•tCWP1Y SLUMP (INCHES) AIR CONTENT ( %) 3.4 07-�- DATENAomokY . ! p\ Z3 � DO �v PROJECT l S LOCATION (12.3\ E -S 1\IPtit W?`. S, CERT. NO. OWNER TEMP. AT AT AM PM ENGINEER LAW NCB t Z-tz1 ARCHITECT PKJ� CONTRACTOR SA CON 1Z1 CkY k DT71- tVFS CL (3) ITEMS INSPECTED X FOOTINGS _ SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS X. C.T AS E. — BEAMS OLDIFP FILES 8 ` OLC".1 — FOUNDATIONS DESIGN STRENGTH (Pc) 3 i P ,5,1 , TOTAL CU. YD. PLACED ZO SPECIMENS CAST - 5 C:3,x\ -[7 __/ SEE CYLINDER REPORT NO 5 gEKtO _ YES NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT REMARKS: ID PV L.€Q L`TY Otr - TUKIAAL 'l c?)\_20& \\\ EC DE_ ELTSTE.EL NC3T P 70Z., VL)N S . EN ' • TD ' PNY ZEU '1101V , T EELS tl\iSPEL 1� Ta PsX TD D>\\ CDKCT LTO? 15 'ZOCk - XD - OW CsKE &L 7E Urt . k ,\ , k PT SLT>1, C,OI\f 1 EAC:TCR-- '- -∎ 44t 1. riw' 4t. 2�t! i!; rK' Y,±: Ef +rW7'fl;W'i'r` }l'Y.`ia'S�".•t•L4 f?Y`G!wY!pl^Yf+ +r!'i`RY`.R yS1"•.'t+;5!?y+f• �. C,AU_Y VSO' • as MSX.. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 7/05 COPIES TO S , I.L2 / INSPECTOR(S), NAME(S) PRINTED OEN f\)/ i 7 INSPECTOR SIGNATURE SIGNED BY PREVIOUS r A REPORT No. No. .I .) • ) w_ cra NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. OM • , PLANS A(..FTTED BY APPROVING AUTHORITIES (NAME) ' • ADDRESS . • INTALLAT ION CONFORMS TO ACCEPTED PLANS Ty S LINO E-OUIPMENT USED IS APPROVED • YES ti NO r NO, EXPLAIN DEVIATIONS 0 • • • • INSTRUCTIOR$ • • • • • • rt ,PER.50N IN CHARGE OF F1FG Eik- IPMEINTT SF.EN INST • - • AS TO Lib • "r• • 3 YE S III N ci • • OF CONTROL VALVE AND CNE AND MAINTENANCE Of THIS NEW EOUIFMENT? . • - F NO, IDCPLAIN ' • . • • .. . . • • • . • . . . . • *- .. ... . . ' ..1-tAVE COPIES OF THE AMNSROPRIA TRUCT AND CARE AND MAINITENANT7r • NO BEEN LEFT ON PREMISES? .. ...- F NO, DCPLAIN ' . • • . • . • . LOCATION SUPPUES BULD4NGS • , . • IMDERGROUw ND . PIPES AND JOINTS PIPE TYPES AND • " rt—n..S'S ,c 'ea TYPE J • NT C 1 .5' E .S APE CONFORMS TO STANDARD . YES Li NO . YES ONO _ 1-IT rINGS CONFORM TO STANDARD No, ExPLAIN ( . MINTS NEEDING ANCHORAGE CLAMPED, STRAPPED, OR BLOCKED IN &MS U NO ACCORDANCE WITH STANDARD W NO , EXPLAIN _ • . • TEST • D Esem pro N ' • . • • . f12,09- Fbsotts rscolied rats writ voter is tiosr es ilticolod by ro ostiscion et torsign nolsrlsi In bur*, boo el outisiv such as TrArints Ind biorpols. COW lot &inert Ow. 24 MA tee 104 r 1 05 OOPS wod 3620 01° tcy 124h pp.. or BO pal Mole Mak pumas Iry mow et 1 oil br ha* Wks or no istiscr et the lolests. Tho brnost of hi. 1st Tv* babies shall be disabusd ems all JoIrle. V owl, *Nags scam ad a 4sw }oats smarm al slowsivio holier spssildvd &bon rosy be OnOrolesod by I fl at por ban* hydrants an listed WM Tie Mein rube open, so Ins twit are credo • . Flush at bone not ism thin 22o GPM fa, 44vcti pososecoPy tor te-inch ops, lase Wnon suopv■f osnnot produce Obutsliod flow Was, obten rvissirrturn sionsbis. YYTYK7STArC Rydrostott hot stall bo nos& et not bass then 2C0 pi torts° holm twItl hour* . Laff„faLpurff p;p• Id WIN rubber troirolt1 Mgr% shalt, If the worirroronio is seThisctory, )oirts ens; not **coed 2 or* par hour rier 1 tX) birts Irreopoci Ns et pips dernstst. TN Mt Installason elle! b. ccrroicisrad unomskaory am recomory rocas no.. The WM! dam.' er per hour kr awn motel hosted who Smittirsa ths Int Nectar. If Ay promun•, an robilboisit 5 al per mini** Whinge is porrninoct to each hrtront 6A) lob /P -C-) IF FLUSHING! TESTS . . . * NE•V UNDERGROUND PIPING FLUSHED ACOF:DING TO STANDARD EYES U NO BY (COMPANY) IF NO, EXPLAIN . • WHAT 4EOPENIN3 0 HYDRANT BUTT PREN PPE .44,-,..0.:1.. .'. 1. •"" w x: • Err • N II .:. - : -- .. . ., Pt ...." 1 4 TANK OR RESERVO 16 pOp.,. j/.. /) ' ' ,•■ .. Et ..1. , .N , .: 4,/,.,' / '. , •.\,. -,, .., - re. E. — . - 1 , • se...... NCI i • '',- t '..1..t.,.. • STANDARD • i . li EVES LINO i ' , ...„.....).,,, „•••:, • .i-. 1 _!$',A3),• ), ‘ j 4 .),....,A,-....,.--,..1—... • . . ,i,•; . ,. -,.. ,..... . s .„..,,.....,. 0 ,.., rr...•, . -,. ., ,,,•,, WAa OBTAINED ...•:.• a•••,_„ • ,.....Kow.„ FL.D:s4-siw ‘ re ...... _,-- DO, P4 .0 TANK OR RESERVOIR "fieifIRE RAP . . ' THROUH WHAT TYPE Of' OPENING Dv CONN,TO FLANGE & SPIGOT C:1 OPEN PPE 1 - 1 DS e. 1 - b 02.0.. oV-- p' • . . o t/ • CONTRACTORS MATERIA1.. 3, TEST REPORT FOR UNDERGROUND PIPING • stmwm.•:=== c.u.f02. ammy. ,20:3===wage.;1, PROCEDURE u pon owev irsion d /walk Nacmolloo and 'Wu •AM b• mesas by tho sontrorives recrwsawsbek. and ovirrosong by in Al Itshcis ;144 bS tormisci out Piston Kt; winks Won contract:Ws porworyto4 linotty lows Iltve bb. • milks! she br Owl out end * b bat, ripprometworm. ce04.. shall kr. w.p.m.:I kr rsoegorill sttherlOss. 01 0 410 11, and tot. I targlipmbed fl 11.11yee . 8 1/4r m t um , a " Vgrf P le i lidb3 " •^Y dhows:Pea-sr ovesracscr to tarty mar* poor ororloyonstio, or bits. to comply with OperVArig safehafV, fw „fl erstwirms. PROPERTY NAME • TE • 0 ■ „ „ e. .4 — 1 \ 1 C itt2-L1 ) C l' 1 • 2 6; 6 pAceERn // / ii/A-;z77. (OVER) ' •;.•4••••-- • i HYDR03TJ1T)C � ALL NEW UNDEFP3ROUNO PIPI c HYDROSTAT Y TESTED AT 4 41(,INTS •• r • LEAKAGE � TOTAL • • OF jrc E MEASURED , ALLOWABLE LEAKA41E • GALS, HOURS • ,' :' - Ili. •UUed. - - - - • CONTROL I WATER •. ROL VALVES LEFT WIDE OPEN • Y lr r ■ Igo HOSE THREADS OP FIRE DEPARTMENT C OUNECTICNS AND HYL'flANTS I WTTH THOSE OF FIRE DEPARTMENT ANSWERING ALARM • Y YES • • NO —� DATE LEFT IN SERVICE • . • • [ NAME OF INSTALLING CONTRACTOR J / • •-•-•- =TT- • - LSC N&E f. . FOR PROPERTY OWNER (SIGNED) 1 1 TIME • • D DATE ` k • CERTIFICATION , wLYfO4A1. vgUWAT 4 Aso NOTES Me BACK I CrATIF�(/THAT THE INFORMATION HEREIN IS TRUE AND THA THI SPf3IN?CL SY WA W ST At . L ED IN ACC ORD• ANC E WITH RCW 18.160 AND THE RULES ADOPTED BY THE WASHINGTON ADMINISTRATIVE CODE AS ADMINISTERED BY THE STATE FIRE MARSI•IAL CERTIFICATE OP COMPETENCY HOLDER CERTIFICATE REGISTRATION • i NAME CF CUMF1CATE CIF COMPETENCY HOLGER MIT CR TYPE) ZGNATL.FL Cf CUTi1F1GTL Cr CWPETENCT MILDER DATE • pel NEW 8 "PIV CAP EX. FIRE SERVICE TO SOUTH -� dt REPLACE EX. FIRE SERVICE WITH NEW LINE TO THE POINT SHOWN BELOW NEW 8 & VAULT(4.33'x8.33' INSIDE) —SEE NOTE BELOW NEW 8 "FDC W /STORZ CONNECTION (NOT A SIAMESE) EX. B "FIRE SERVICE SIZE gRIED NOTE; DIBI'ATCN 15UILDING EX. 8 "OW TO FH USE UTILITY VAULT COMPANY MODEL 4484 —LA VAULT (8.33'x4.33' INSIDE DIMENSIONS) WITH L WATTS REGULATOR SERIES 774DCDAOS" 8 "DOUBLE CHECK DETECTOR ASSEMBLY. C/ VIZ ENG //\/,EER /"✓G PLA /\//V //VG 2709 JAHN AVENUE NW•SUITE H -5•GIG HARBOR, WA 98335 TEL (253)858-8577. FAX (253) 858 -8579 1111.11 tale 1000 livbstilitt the .i W !/ ii:o' r' -"Int tor conformanc current : CIty rt�r,M :,ceptanc:e is suw �.o l;Fl�� +j; r do not Author ado kf= :�: or onlitl6MC�es. i + ;�``I': S ot the rests the rep' ,d;:'= ► 4, :,ions this dMi void t � , �,:, : iYM�I�� of • •;:nt ap ,tance •IS stalest to tield Firi�i • .. the,1 3ic Works ut littes Inspector_ Date; °; I iy - 0F� BY: J 5 I e s --- -NORTH PROPERTY LINE v v v — EX. 4 "W (REDLION HOTEL SERVICE LINE) EX. B "OW (LOCATION VERIFIED) CONNECT TO 8 "0W W/ 8 "x8 "x8"TAPPING TEE (CITY DETAIL WS -10) & 8"TAPPING GATE VALVE /-' NEW 6 "0 SEWER (INSTALLED SS 6r SS �� RELAY EX. 8"W TO THIS POINT TO AVOID CONFLICT WITH 6 "SS. PROVIDE 6" MIN. CLEARANCE. CONNECT TO EX. 8"W TO SOUTH WITH 2- 45'VERTICAL BENDS v v u W v EX. WATER (ASSUMED TO BE DOMESTIC) REVISIONS TO -:RE SERVICE IMPROVEMENTS 'OR EXISTING DISPATCH BUILDING SCALE: 1 " =20' OPTION Li I EXPIRES 9/21/1 I ;;' irt '1 :1 k.ff D04 E 1 1 5`1.0(10 PERMIT CENTER • z ce U NO co LU J w 2 J = F— w _ w ~ • w U � (,)_ oi— w W L I 0 wZ U= z • It 1 — N NEW 8 "PW CAP EX. FIRE SERVICE TO SOUTH Sc REPLACE EX. FIRE SERVICE WITH NEW UNE TO THE POINT SHOWN BELOW CONNECT TO 8 "16W W/ 8 "x8"x8"TAPPING TEE (CITY DETAIL WS -10) 81APPING GATE VALVE EX. 8 "FIRE SERVICE (SIZE VERIFIED) SS NOTE; EX. 8 "OW TO FM USE UTILITY VAULT COMPANY MODEL 4484 —LA VAULT (8.33'x4.33' INSIDE DIMENSIONS) WITH WATTS REGULATOR SERIES 774DCDAOSY 8 "DOUBLE CHECK DETECTOR ASSEMBLY. ; : WA RNER �ENG /NEER /NG C/ V/Z E/V G //\/EER //\/G PLA /V/\/ //V G 2709 JAHN AVENUE NW•SUITE H -5•GIG HARBOR, WA 98335 TEL (253)858-8577. FAX (253) 858 -8579 These plans have been reviewed by the Public Works Department for Conformance with current = tandards. ill subject to errors and ons which do e violations of 0 .6 1 7 H . +- nrl: ^,r is or ,..The rr,...,.....,h7.1ih t• r �, ; :� i� • . the design rc • .. , ,,.f,•,.• . i� , ,�i; t. n . is,. deletions or . ' . • , c , , ;; }.,;, • . •,tS date Win VOICE. ..'I .:!1��•?, ..'. j • a of rc, ;ta ,h (L. r.......ptance is e l c*to field 1. 4.:;:.... tpt,Oublic Works, Wilda inspector. I ij is / o • 6 s NEW 6 "O SEWER (INSTALLED) RELAY EX, 8"W TO THIS POINT TO AVOID CONFLICT WITH 6 "SS.. PROVIDE 6" MIN. CLEARANCE. CONNECT TO EX. 8"W TO SOUTH WITH 2- 45'VERTICAL BENDS w u v WATER (ASSUMED TO BE DOMESTIC) REVISIONS TO FIRE SERVICE IMPROVEMENTS FOR EXISTING DISPATCH BUILDING SCALE: 1 " =20' SS 8"oW NORTH PROPERTY UNE u W — w u v — EX. 4 "W (REDLION HOTEL SERVICE LINE) EX. 8"6W (LOCATION VERIFIED) NEW 8 "FDC W /STORZ CONNECTION (NOT A SIAMESE) NEW 8 "DDC ac VAULT (4.33'x8.33' INSIDE) W/TRAFFIC RATED COVER —SEE NOTE BELOW SS OPTION 21 I EXPIRES 9/21 /eq I RECEIVED CITY OF TUKWILA FEB i5 2006 "4:, ' r A cp,rrrn • Q • w 0J?) • 0 Ill w 2 gQ co I �.w z = z° w U � O — O H w �-o w z I- 0 = o z ■ CONCRETE THRUST BLOCK i J PLAN VIEW CAST IRON TAPPING TEE SIZE ON SIZE TAP 0 eeeee NOTES: i ELEVATION VIEW 3' MIN. OR 3 TIMES DIA. OF THE TAP, WHICHEVER IS GREATER (0) 0 0 0 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS -13 & WS -14. RECEIVED CITY OF TUKWILA FEB 1 5 2006 PERMIT CENTER RESILIENT SEAT GATE VALVE NOT TO SCALE • City of Tukwila WATER MAIN TAPPING TEE SHEET: WS -10 REVISION #1: 08.03 APPROVAL: B. SHELTON i 1 MIN. .......... ............ 12" MIN. 4" MIN. 90' THREADED ELBOW DOWN ELBOW 30' -45' BEND -� 12" MIN. COMPACTED FOUNDATION GRAVEL UNDER VAULT PLAN VIEW 6" MIN. 36 "-46" END VIEW WITHIN 50' OF HYDRANT NOTES: 12" MIN. TO BUILDING SIDE VIEW 1. DESIGN FOR 4" THRU 10" DDCV. • NOT TO SCALE FttotiVitti o OF UKWILA FEB 1 5 2006 PERMIT CENTER City of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT SHEET: WS -15 1 OF 2 REVISION #1: 08.03 APPROVAL: B. SHELTON z Z 6 W JU 0 o J = F- U) W � 2 gQ 1 I- III Z = F^ F- O Z I- uj U CI O N O H W � L I .Z . W O Z MATERIAL LISTING: 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.S,H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10 ", 8 ", 6" OR 4" COUPLING ADAPTER, FL. 9. 10 ", 8 ", 6" OR 4" FL*PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 11. 10 ", 8 ", 6" OR 4" GATE VALVE FL "MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6" D.I. CLASS 52 PIPE FL'FL. 15. 4" OR 6" 90° BEND FL. 16. 4" OR 6" D.l. CLASS 52 PIPE, FL "FL. 17. 6" 90° BEND, FL. 18. UL LISTED 5" STORTZ CONNECTION WITH 30° OR 45° ELBOW. 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE " THREADED P.E. 20. 6" 90° BEND FL. 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY..... DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1. BACKFLOW PREVENTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4 ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30 ". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S.H.A. 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI /AWWA C110/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO 30° OR 45° ELBOWS. 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A CERTIFIED TESTER AND ALL TEST-COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. IRRDb orrY Off TU FEB 1 5 2( NOT TO SCALE City of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE AND VAULT SHEET: WS -15 2 OF 2 REVISION #1: 08.03 LAST REVISION: 08.04 APPROVAL: B. SHELTON 1 15!V'.!C+H R H+XX>T: ' ^: .,,..,r *Y ETI• µ ..,: 1 r.1001 .v os.-1• 1n w.a: w ar � • ...,... . vem..aua ..., n ',.,,r • PERMIT CENTER 06 z < • 2 Z W 0 0 Co CI fn W W I W O 2 LL.< N = F. W Z I- O Z I 11.1 uj U o O - O I- W W H 0 1L O .. W U O ~ Z Pont it" Fix Nola• 7.971 0410 47- .. ° � _ . . n''�.�/ o_I, . C.L �/,� • � . , ColDopt. • Pnan� N Phon. i Am 1 95S - Prx ( DEC -09 -2005 12:27 SEA CON LLC 1 1'.::5 FAX 2539227183 MI{M Construction Inc 0 -'I- TOP SEIC ION No. 4 4.1l.2.332P 4,44P fix. • CEN nil Plo. 448 t.ML. 8.120 Its EWE No. 44:k1 -3L 3.480 k c r� OPTIONAL 1 DEC - 09 - 2005 12:33 Nu • 180' op•n HEAD OFFICE aft 97% 425 8.37 1585 F.002 140001 1 . -4 " 4 I0" 7 ' -2" 4484 -LA for D.1:1116 Sic Rovers Slda Cury,4iMa 1mCI pampa ibA.:mn 00 am AiI1IJ.fl:wa CITY ITY F UKWI A FEB 1 5 2006 PERMIT CENTER „ w JU U0 W = CO W < I a W Z = I- 0 Z I- W • W U o O H W W IL O .. Z U O I- Z cone,, Avaito o with Nontado Sw/aco P.02 r For Non - Health Hazard Applications • • Job Name Job Location Engineer Approval Series 774DCDA Double Check Detector Assemblies Sizes 21/2" -12" (65 - 300mm) Series 774DCDA Double Check Detector Assemblies are designed for use in accordance with water utility non - health hazard containment 'requirements. It is mandatory to prevent the reverse flow of fire protection system substances, i.e., glycerin wetting agents, stagnant water and water of non - potable quality from being pumped or siphoned Into the potable water supply. Features • Patented torsion spring check valve provides low head loss • Short lay length Is ideally suited for retrofit installations • Stainless steel body is half the weight of competitive designs reducing installation and shipping cost • Stainless steel construction provides long term corrosion protection and maximum strength • Single top access cover with two -bolt grooved style coupling for ease of maintenance • Thermoplastic and stainless steel check valves for trouble -free • operation . • No special tools required for servicing • Compact construction allows for smaller vatilts.and enclosures • Furnished with 5 /s' x 3/4' bronze meter (gpm or cfm) Detects underground leaks and unauthorized water use • • May be installed horizontal or vertical "flow up" position Specifications A Double Check Detector Assembly shall be installed on fire protec- tion systems when connected to a potable water supply. Degree of hazard present is determined by the local authority having jurisdic- tion; The assembly shall consist. of two positive seating check.valves located between two resilient seated shutoffs with a hydraulically balanced bypass line and four test cocks. The main valve body shall be manufactured front 300 Series stainless steel to provide corro- slon.resistance. The check valves shall be of thermoplastic construc- tion with stainless steel hinge pins, cam arm and cam bearing. The check valves shall utilize a single torsion spring design to minimize pressure crop through the assembly. The.checkyalves shall be mod- ular and shall seal to the main valve'b'ody by the use of an 0 -ring. • There shall be no brass or bronze parts used within the check valve assembly. The check valve seats shall be of molded thermoplastic construction. The use of seat screws as a retention method is pro- hibited. All Internal parts shall•be accessible through a single cover on the valve assembly; The valve cover shall be held in place through the use of a single grooved style two -bolt coupling. The bypass line shall be hydraulically sized to accurately measure low flow. The bypass line shall consist of a meter, a small diameter double check assembly, with test cocks and isolation valves. The bypass line dou- ble check valve shall have a single access cover, two independently operating modular poppet check valves, and top mounted test cocks. The assembly shall be a Watts Regulator Company Series 774DCDA. Contractor MTV Of TUKWl1A Approval Contractor's P.O. No Representative 774DCDADSY Test Cock Bypass Meter Cover Test Cock Grooved Coupling ES- 774DCDA FFB 1 5 2006 PERK T CENTER Bypass Double / Check Valve • Test Cock Resilient Disc z W 6 U 00 CO 0 -J � LL w u_ Q CD � _ z � zo U CI O N o I— W w H - — • 0 O - O ~ z Laser Cut Polished Cam Arm Available Models Suffix: . LF — without shutoff valves . OSY — UL/FM otitside stem and. yoke resilient seated gate valves CFM — cubic feet per minute meter GPM — gallons per minute meter IMPORTANT: INQUIRE WITH GOVERNING. AUTHORITIES FOR LOCAL INSTALLATION .REQUIREMENTS WATTS REGULATOR Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For pprecise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- . out prior notice and without Incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. • - -- . • * • ** • • Materials • • :: •••;• Standards. . • .,.• ' ' • • : ' All Internal metal parts: 300 Series stainless steel, Main valve body: . . A AWWA C510 -97, CS 664.5; UL 1469 =Series stainless steel, Check assembly: Noryl® Flange dimensions In accordance with AWWA Class D. Approvals Pressure - Temperature Temperature Range: 33 °F — 110°F (0.5 °C — 43 °C) continuous Pressure Range :175psi (12.06 bar) Capacity Flow curves as tested by Underwriters Laboratory per UL 1469, 1996 ' Rated flow "UL Tested Ws psi 2W (65mm) 03 12 0 69 10 a 55 8 a 41 6 g 28 4 , 14 2 &Pa psi 103 15 8312 co 62 9 g 41 6 21 3 0 25. 50 95. 190 &Ps psi 83 12 a 69 10 c is e Et 41 6 g 28 4 sL 14 2 4" (100mm) 0 50 100 150 200 250 300 350 400 450 600 550 600 171 380 570 760 950 11401330 15 1 01170 1 2090 2280 5 1.5 Flow 3 4.6 • NoryNls a regIste Imciamark of General Electric Company • • ';�F.2%' '• •' • WAITS REGULATOR • ES- 774DCDA 0405 100 150 200 250 380 570 760 850 4.8. Flow In. mm . 2 65 3 80 4 100 6 150 ....� 8 200 ---. P •1 10 250 12 300 • * ** A ps i 6" (150mm) 300 1140 133 1520 1710 19 ° 001995 Ip m * 400 450 0 • * MS 0 25 50 100 150 200 250 300 350 400 450 500 550 600 ppm 95 190 380 570 760 950 1140 1330 1520 1710 1900 2090 2280 pkm 15 s Flow 41 mps . 650 700 750 pm 270 2660 2850 Em mps • (21/2' - 10' only) ASSE, AWWA UL Classified (OSY only), FM (sizes 21/2' - 10', OSY only) For 12' approvals consult factory. a 103 15 a ▪ 63 12 82 9 41 6 21 3 VPs psi 8" (200mm) o el. 83 12 a 62 9 = 41 6 21 3 Ws psi o. a 103 15 a 83 12 0 62 9 LS m 41 6 a.. 21 3 WI psi 12" (300mm) 110 16 97 14 c 83 12 C... a 69 10 (Open) as • 55 8 Ft 41 6 °: 28 4 "' 14 2 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 14001500 gpm 380 760 1140 1520 1900 2280 2660 3040 3420 3800 4180 4560 4940 53205700 rpm 1s • Flow 10 15 MM`p' ° 950 10" (250mm) o •50o 500 750 1900 2850 1.5 1000 1250 1500 1750 950 1900 2850 3800 4750 5700 6650 5 1.5 Flow 0 250 500 750 1000 1500 2000 • 1900 3800 5700 • 7600 • 5 1000 1250 .1500 1750 3800 4750 5700 6650 7600 Flow 3 950 Flow . * Classified * 2000 * 2000 2250 2500 '7600. 8550 9500 3 * * 2250 2500 gpm . 0 f pm 4.6 I mps 3000 3500 ppppm 11400133 Ip= 4.6 mps • 3000 3500 ' 4000 4500 apm 11400 13300 . 15200 17100 1p m 10 Ws 3 • . mps SIZE MN) DIMENSIONS WEIGHT A., • C(OSY) In. ' 'mm In. mm In. mm la. mm • 38 965 3B 965. 40. 1016 481/2 1232 52 1334 W1410 57x4 1461 16% 416 18% 479 22 578 30%6 765 37 959 45 1162 53 1349 3'12 89 3 95 4 11.4. 5 140 6% 171 8 200 9 241 10 .250 10 250 10. 250 ;15 381 .15 381 15 381 15 381 L° ,R •;... wlGates. • In.. mm . . In. . mm lb. • . kg. 22 55.9 • 22 . 559 22. 559 271 699 29' 749 291/2 749 29 749 :12 318 13 330 141/2. 368 15 394 18'/4 464 19 . 495 21. 533 155 70' 230 104 240 109 390 177 572 :; 259 774 351 1044. 474 ERMIT CE / NThR Apravood ** MEWED CrVY OF TUKWi1.A .F E B 5 2006 wio•Gates lb. , kg. 68 31 70 32 .73 33 120 54 180 82 .190 86. 220 100 USA: 815 Chestnut St., No. Andover, MA 01845 -6098; wwwwattsreg.com Canada: 5435 North Service Rd„ Burlington, ONT. L7L 5H7; www.wattscanada.ca . © Watts Regulator Company, 1997 Printed in U.S.A. Z Z �w O 0 c o CO LU LU (0 tL W 0 } N d = W Z I.. 0 Z uj U � N _ O 1— 111 uj LL O lli Z • co O ~ Z e x e I i e c h FILE COPY PeF r am RN 11231 East Marginal Way South Tukwila, Washington Supplemental Structural Calcul Prepared for: PKJB Architectural Group, P.S. Prepared by: Wei Yang, P.E. Larry A. Harris, S.E. Exeltech Consulting, Inc. Project No.: 0436 -003 July 28, 2005 Sheet Index Frame Design 1 —10 Soldier Pile Lagging Design 11 Temp. Shoring Design 12 ASS r 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623 -9646 fax (206) 623 -9658 ronE COVPLIANCE AUG 19 2005 �e } Cii. O Truk Nil t.;�.IT4._ Yr':t; t ril.F S ON RECEIVED CrTY OF TUKWILA AUG - 8 2005 PERMIT CENTER NO . ; �.as..rrnw,aa. •,L 1 Th calculations contained herein have been prepared exclusively for this project. Exeltech Consulting, Inc. analyzed and /or designed this system for the specific configurations indicated and for the loading criteria appropriate at this location, as of this date. Unless explicitly noted, these calculations do not apply to similar configurations, or to the same configuration at another location. These calculations are only valid with a stamp and wet signature. z _ I- W CC UO u) 0 CO LLI J H w o 2 g Q co d = H z �. Z w • w U� o ~ w u i - • • LU Z U= O~ z e x e l t e c h M 51s f-11 I LP 1 RAt. - A\uysIS Project O VERNtC- HT )(P'FS Subject 3 I MI _ : 5 Cz;2.o = oR_Di mAgy 1-1v-t.T i I I - i 1 , i . I I t ! 1 ,_____... _._.. ..... .I ... 1 t I FP -MME') Engineer: wy Date: 6 (2_11 05 Checker: Date: Project # 04-36 Do I Page f _ •• �. 1aiwlJ +��:.b+ekf.i:wW::.aJLSrya z • z re u-1 3 U O 0 N C J t-- W O tL 4 = • d W Z t•— HO ZI-- • uj U� O — O I— W 111 - z w O z Subject e x e I t e c h LA 0, 0 : . , ; ■ . ■ ' . . . . , , • ' i • ) . ) ; . . : • - ;.• . , , . , i .,........, .: .. 7 . • .: - ' XL-. ...-. C.s i . ON j ' I ,. „. .„.... . , 3 t ; I I . , ; i . . . . . . . , . - • , . . . ) (A) . . ! , ) I 1 . . , - , - . I I ; . . 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I I • 1 ) ; :` •.„ .1 I ! 1 i• ■ , . . , 1 i . ■ I 3 1 ; . 1 : . , i•;),:;I: 1 , I ; 1 7:-.1,:t . ! ; < , , 1 i , ... ; ) 1 2 , ---±-.----,. - .. i3" 0 - -- ''T ---- l'f,j ST - I - 5.9 1, ,@ ', _ ;,- -...- ._,.. . , , ., ... . . 1 1 i i . : ■ . ..! i 1 . : ■ . . . - . 0 . _ . 2-" M 1‘1 & ? Le ; = 5, 1 i Engineer: kAy Date: Checker: Date: Project # 0e1 - 001 Page Z 00 co co W I co u . • o u. < I La z 0 z uj O — O 1— I 0 ro (,) I. z ' e x e I t e c h IDE -SIDE. Subject I i ! i , s i�3 t SAT =2A /cNPulss h I 1 1 4 22 i r s r t { I T I t i � � I - 2,65 -�. H - Project OVER- 4 I( T &)( —Ss Checker: Date: • ! i Engineer: wy Date: 6 I b' I Project # pc-3 C. — Do I Page 3 z W 00 U) U) ~. u_ w 2 t_ a CO — a w Z I-O Z ~ w U � O� CI H W W Z co O z Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y M1 SEC1 16 11.2 1.2 4 1. 1. .8 SEC2 16 M2 M2 SEC2 22 20.3 SEC2 22 1. 1. NC STL 22 M3 N3 M3 SEC1 16 SEC1 LC2 4 1. 1. 1 16 I I M1 N1 N2 11.2 1.2 SEC1 26.7 385 .8 SEC2 16 M2 N2 N3 1.2 20.3 SEC2 .46 NC SECS NC STL 22 M3 N3 N4 1 1 SEC1 LC2 IYIYI I 11 1 16 SEC1 W14X38 STL 11.2 1.2 1.2 26.7 385 .8 SEC2 W12X30 STL 8.79 1.2 1.2 20.3 238 .46 NC SECS NC STL 1 1.2 1.2 1 1 1 I N4 max 2.65 2 3.855 1 NC 1 NC NC 0.000 1 min -2.65 1 -3.855 2 NC NC NC I 0.000 1 1 LC1 y y 1 1 1 [ 2 I LC2 IYIYI I 11 1 -1 I 1 Company : Exeltech Consulting, Inc. Designer : WY Job Number : 0436 -001 Global Sections Num BLC No. Section Label Member Data X -Axis Section Member Label I Joint J Joint K Joint Rotate Set (degrees) Load Combinations Joint Label Description Envelo e Reactions Description Database Shape Steel Design / NDS Parameters Member Section Length Label Set Basic Load Case Data Basic Load Case X Force (K) Ft Material Label Env WS PD SRSS CD Lb y -y le2 (Ft) Y Force Lc (K) Overnight Express Area In ^2 BLC Lb z -z let (Ft) Category . Category Code Description Z Force Lc (K) SA(yy) SA(zz) Factor End Releases End Offsets Inactive Member I -End J -End I -End J -End Code Length xyz xyz • xyz xyz (In) (In BLC Factor I y -y In ^4 RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \Portal Frame.r3d] BLC July 28, 2005 2:26 PM Checked By: 4 I z -z J (Torsion) T/C In ^4) (In ^4) Onl Factor BLC Factor Cm y -y Cb Sway L_comp le_bend K y -y K z -z CH Cm z -z B y z (Ft) Gravity Load Type Totals X Y Z Nodal Point Dist. Surf. 2 1 EQ None X Moment Y Moment Z Moment Lc (K -ft) Lc (K -ft) Lc (K -ft) Lc Page 1 . `+" IN (" rtR'[` r'' a''. '.¢»n:Mr ».ae•y,n+�+epawrnrw;7�:, *^.' c3yt! �n'. r7a+ N�'.''y�vla�. n! nlnswaw .�nan,a�,o�*•eerp . N1 max 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.008 1 2 H2 -1 min 0.00 2 0.000 2 0.000 1 0.000 1 I 0.000 1 -0.008 11 N2 max f223 1 0.002 1 0.000 1 0.000 1 0.000 1 0.003 2 min min - 1.223 2 -0.002 2 0.000 1 0.000 1 0.000 1 -0.003 1 1 N3 max 1.223 1 0.002 2 0.000 1 0.000 y 1 0.000 1 0.003 ` 2 min 1.223 2 -0.002 1 0.000 1 0.000 1 0.000 1 - 0.003 1 N4 max WO 1 0.000 2 0.000 1 0.000 1 0.000 1 0.008 2 min 0.000 2 0.000 1 0.000 1 0.000 1 0.000 1 I -0.008 1 M1 0.22 16 1 0.027 0 y 1 12.873 39.99 49.988 43.989 H2 -1 M2 0.936 22 1 0.054 0 y 1 6.596 39.99 49.988 14.086 H1-2 M3 0.22 I 0 1 0.027 0 y 1 12.873 39.99 49.988 I 43.989 H1 -2 N1 max 2.65 2 3.855 2 NC NC NC 0.000 1 min I -2.65 1 -3.855 1 NC NC NC I 0.000 1 Reaction Totals : max 5.3 2 0.000 2 0.000 1 min -5.3 1 0.000 1 0.000 1 Company : Exeltech Consulting, Inc. • Designer : WY Job Number : 0436 -001 Envelope Reactions, (continued) Joint Label Joint Label X Force Y Force K) Lc (K Overnight Express Z Force Lc (K) Envelope Joint Displacements X Translate In Y Translate In Lc Z Translate (In) Envelope Member AISC ASD 9th Code Checks Label Code Chk Loc Shear Chk Loc Dir (Ft) Lc (Ft) Lc s � = ack • ?5 xe = 3 3.67 . Ac towAr3t.e. sTo - dog= o.oZk 0 .02 uIL ? S Fa Ksi) Lc X Moment Y Moment Z Moment Ft (Ksi r K -ft) Lc (K -ft) Lc (K -ft) Lc X Rotate (radians) Lc RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \Portal Frame.r3d] Fb y -y (Ksi Y Rotate (radians) July 28, 2005 2:26 PM Checked By: 5 Z Rotate radians) Lc Fb z -z ASD Eqn. (Ksi Co( = 3 Foy ST L o.J) il-1AR 1-'1o'NreNT F ►? 1 E. Page 2 exeltech PRE auNt)Fi ET) Lo bk,k 01 6 r t - S vief) L.JEF3( LA, uF ! ; , • I ):, (`%1A ' 350 ! 3„,5 ( . ; , , , , . ; i . . , • 1 CAl i . • • . . • ; . . . . . ' . • ' ■ . . 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CL, , ..,_,.: *! ; • , • c ; 1 3 1 1 1 1 1 : t , 1 , , , . 1 i ! c • , ---1---1. ----"--- FT i --- 1 .----- p—..- -! — r --- r , 1 1 I , c ' ' 1 c 1 ; . c , : • 1 , , I, i 1 ' ; , . i . , 1 , 1 1 : .,,, „. .... , .._, ...., ...... i 1 ; I • 1 r ; ; r . ■ i 1 ; t 1 1 I - 1 . 1 i 1 ......-...._,...._.-............._„_____; ---..- i 1 I 1 I : 1 1 'I ! 1 , I i..._ , 1 1 - ■ 1 : I i 1 i ; ,.• , • , i i , , • , 1 ; , I ; , ..,.... _ _ .,... __.;.. I 1 ; ; ' ■ ! ; ; ; ' ; 1 . . . ; la; ! 14 2 ! . , , i I, i ,__: 6 1 , 50 I L' I F /!. / x 1 fl . . '-' , , . c . . , ,,, • , , . , , , , . , . - .- .?..1:: : f ,. . . . . . ! ' , I ,, i, i . ., . . . . , . • , . ., . . , . • . • . . . . . ., . . . . . . • . • Engineer: Date: 7/2_, 1 Checker: Project # 0 - no ' Page I ( z I I-- 6 re 2 0 O 0 CO 0 • LU W I COLL u j 0 g LL. w ° u z 0 z 1.11 u j CI z w I 0 11 0 . Z 10• ' e x e l t e c h Project OVE_k j G f-IT G- XF R Subject Engineer: t ) / Date: '7 / ((D5 Checker: Fob Ti eM Pc.g,axY - 56.6.jzr/u6 STING- Fo u NP /k O r`I � i t 550H. 'So11, if3 t __ FO. _. 1 Au T......._ __ = -_Z .x,_+ j 'Ad! { I i 1 { t � I 1 1 i l� CZ 4 171.4.. __ .Pfi3e-Si--_ - ' 1 1 i i , D` O S `7 b i Date: i • Project # o4.3 - 00 Page I 2 z Z re m . 00 rn 0 t^ • LL W 'La u) c W H Z �. I— 0 W • W O • N O II_- W W Ill O~ z 1 wJW�'i.'wrsA��..nww a�+wn.ww.mss..isc.ans.,u a :.nnva++wwn+.++,..n.'r x.wa n+ , sv « .,a.aa11.04 r W..g4U1.YM OVERNIGHT EXPRESS Revised Structural Calculations For the Office Addition and Excavation Shoring Along the Adjusted Property Line N. V 11231 East Marginal Way South Tukwila, Washington Client: PKJB Architectural Group, P.S. Contact: Gregg Percich, AIA Engineer: Exeltech Consulting, Inc. Contact: Philip Van Heyningen, P.E. Larry A. Harris, S.E. Job No.: 0436 -002 March 17, 2005 oik A.494 F'K O.e SE C /STt�•R ' 5 LION A L 4 4 " arfl'"C f. Z41 EX 19 -05 !YIti WIVIM.WdY!wHw.+.'vlw4Jii d* naui'AKM.I.TJiCRb..wuxiw.l� .. awnsn . C.,.rr.a.. >r .i.. �xwwMworn� c RECEIVED CITY OF TUKWII_A, APR 2 5 2005 PERMIT CENTER e x e l t e c h 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623 -9646 fax (206) 623 -9658 z w I g J 0 u) J H U) U w O I O N O H w W • O ui z = O t" z Overnight Express -- Property Line Revisions Synopsis Seattle City Light was granted an easement along the eastern edge of the property following the submittal for the original construction permit. The east wall of the new office building also shifted to the west. The roof shape is now too narrow and long to allow the south portion to "rotate" around the interior shear walls. A steel moment frame at the south elevation of the office portion has been added to resolve the lateral design loads in the east -west direction. An additional required feature for the new easement is that provision for excavation for the installation of the installation of Seattle City Light's utilities to occur at any unspecified time in the future. A shoring wall system that will provide bearing for the existing and new building addition is included with this submittal. The proposed shoring system will allow excavation down to 8' -O" below finished grade without affecting either of the buildings foundations. z 1 z w re 2 J U 00 N Ill W u. N2 i � z •1-0 z f- w . n0 - . W ., W U= O 1- Z Typical Roof Joist Vkycrliaraccr 700411 46 [Swims 95 TJ -Beam 11 7/8" TJ I® 110 @ 24" o/c ® 6.16 Serial Number: 7004114695 User: 2 3/14/2005 11:28:16 AM SUPPORTS: Pagel EnglneVersion:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0P12 Roof Slope0 II All dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead /Uplift/Total 1 Timberstrand LSL 3.50 11 Hanger 475 / 285 / 0 / 760 N/A N/A N/A H6: Top Mount None Beam Hanger 2 Timberstrand LSL 3.50" Hanger 475 / 285 / 0 / 760 N/A N/A N/A H6: Top Mount None Beam Hanger -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Flanges Offset Slope Wood Species 1 H6: Top Mount NONE 0/12 0 N/A N/A N/A N/A Hanger FOUND 2 H6: Top Mount NONE 0/12 0 N/A N/A N/A N/A Hanger FOUND PROJECT INFORMATION: Overnight Express Property Line Revised 0436 -002 Copyright C 2004 by True Joist. a Weyerhaeuser Business TJIm,TJ -seams and TimberStrand are registered trademarks of True Joist. e -I Joiat",Pro" and TJ -Pro'" are trademarks of True Joist. A 19 . Product Diagram is Conceptual. OPERATOR INFORMATION: Phillip Van Heyhingen Exeltech Consulting, Inc. 615 2nd AvenuE', Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com D' z i � W Ilt J U 00 W= F LL W g J - d = w Z F... � Z I- W U � O N O H wW H� L I 0 w Z U= 0 z '40 ':ti.+'c` A Vkycrliacuscr Bucinct TJ -Beam® 6.16 Serial Number: 7004114695 User: 2 3/14/2005 11:28:16 AM Paget EngineVerslon:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum 737 737 3392 Shear (lbs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) Design -737 737 3392 0.582 0.931 - Deflection Criteria: STANDARD(LL:L /360,TL :L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Overnight Express Property Line Revised 0436 -002 Copyright G 2004 by True Joist. a Weyerhaeuser Business TJIa,TJ -Beams and TimberStrands are registered trademarks of True Joist. e -I Joist".Pro` and TJ -Pro' are trademarks of Trus Joist. Typical Roof Joist 11 7/8" TJ I®110 @ 24" o/c Control 1794 1553 3467 0.614 0.921 Control Passed (41%) Passed (47 %) Passed (98 %) Passed (L/380) Passed (L/237) Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com A \tlhyerharuscr Btuincxs TJ•BeerrAD 6.16 Serial Number: 7004114695 User: 2 3/14/2005 11:28:16 AM Page3 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group " 18' 5.00" " Max. Vertical Reaction Total (lbs) 760 760 Max. Vertical Reaction Live (lbs) 475 475 Selected Bearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 30 Loading on all spans Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) PROJECT INFORMATION: Overnight Express Property Line Revised 0436 -002 , LDF = 0.90 , 1.0 Dead 276 -276 276 -276 276 276 285 285 1272 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 737 -737 Max Shear (lbs) 737 -737 Member Reaction (lbs) 737 737 Support Reaction (lbs) 760 760 Moment (Ft -Lbs) 3392 Live Deflection (in) 0.582 Total Deflection (in) 0.931 Copyright o 2004 by True Joist, a Weyerhaeuser Business TJIS,TJ -Beams and TimberStrand are registered trademarks of True Joist. e -I Joist'",Pro' and TJ -Pro' are trademarks of Trus Joist. Typical Roof Joist 11 7/8" TJI® 110 @ 24" o/c OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z I ,- QQ 1 J U UO N O: W= J I-.. N W WO LL Q: N = a F =. -- O Z F—. W D O . 'O N O WW E- H O: .. z W U = • O Z �.,, v J:,): ",•:i,....e. „V: ,: fi... .. ua ! -> 7.1J..:}{.,J,R. ,- n.�w....f' .. r: t: a. .�i..R.'.:t- •�u.a.i.1 +.e 4u' < "::,A.u4::v Project \/ 2 -- N11L1 -1c t XS c c Engineer: VL Date: 2. Subject e x e I t e c h '� eo5r- p r t —t( 11 L (r 6 3 Checker: Date: Project 11 C.) 0 L_ Page � WIN 014 A \'Lycd!acuccr I1usincu TJ•Beam® 6.16 Serial Number, 7004114695 User: 2 311512005 2:1 8:00 PM Beam 1 at south end 5 1/4" x 11 7/8" 2.0E Parallam® PSL Page1 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: O12 Roof SlopeO12 All dimensions are horizontal. 20' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(plr) Snow(1.15) 193.0 To 244.0 116.0 To 146.0 0 To 23' Adds To SUPPORTS: 1 Steel column 2 Steel column Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" DESIGN CONTROLS: Maximum Shear (Ibs) -4066 Moment (Ft -Lbs) 18166 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright C 2004 by True Joist, a Weyerhaeuser Business Parallamm is a registered trademark of True Joist. Vertical Reactions (Ibs) Live /Dead /Uplift/Total 2213/1499/0/3712 3228/2192/0/ 5420 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 Design Control Control -3585 13861 Passed (26 %) 18166 34332 Passed (53 %) 0.537 0.656 Passed (L/440) 0.891 0.984 Passed (U265) Detail Other L5 None L5 None Overall Dimension: 23' A 4 3* Product Diagram is Conceptual. Location Rt. end Span 1 under Snow loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. - Design assumes adequate continuous lateral support of the compression edge. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com ;4,4 ,, ' t' j•2.i�:r'..4 :r.�:�:i,:.u"riir +:.t4 +«;x n:: : "".w".'a• %,41':(!I:»i,�t,', z 1 lH W 0 OC 0 co D w� W 2 N d I ? t— ZO al U 0 0- O t- w w 16 O z ., W U= 0 z AV.4 ycrhaaucr Business TJ•Beam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:16:00 PM Page 2 Engine Version: 1.16.5 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - Excessive upward deflection on cantilever Operator Notes: 20' - 0" span, 3' - 0" cantilever PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright 0 2004 by True Joist, a Weyerhaeuser Business Parallamm is a registered trademark of Trus Joist. Beam 1 at south end 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z _ I- w cc J U 00 OD C U) • H W o . ur¢ I 1 - W. z = F- O z W �p U O N 0 H W UJ H- u- .Z W U= O t-'. z { ) 7Q #2 Beam 1 at south end A rhacuscr Business TJ•Bearne 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:18:00 PM Page3 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 19' 8.25" 3' 1.75" Max. Vertical Reaction Total (lbs) 3712 5420 Max. Vertical Reaction Live (lbs) 2213 3228 Required Bearing Length in 1.50(S) 1.50(S) Max. Unbraced Length (in) 263 263 263 Loading on all Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow 3222 -3585 870 3621 -4066 1355 3621 5420 3680 5420 17849 -2140 N/A 0.518 -0.240 0.873 -0.405 on odd # spans, LDF = 3254 3 653 3653 3712 spans, LDF = 0.90 , 1312 1475 1475 1499 7253 on even # spans, 2234 2515 2515 2554 Copyright O 2004 by True Joist, a Weyerhaeuser Business Parallamo is a registered trademark of True Joist. 5 1/4" x 11 7/8" 2.0E Parailam® PSL 1.0 Dead -1453 350 -1647 546 2192 2192 -862 N/A 1.15 , 1.0 - 3553 610 - 4033 950 4983 4983 18166 -1501 0.537 0.891 LDF = 1.15 , 1.0 -2552 870 -2889 1355 4243 4243 12238 2140 0.240 0.595 Dead + 1.0 Floor + 1.0 Snow 0 -0.258 -0.422 Dead N/A -0.103 -0.267 + 1.0 Floor + 1.0 Snow OPERATOR INFORMATION: Philip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com A V;4:ycrharnar 11LLInC\S TJ -©eam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:42:40 PM Page 1 Engine Version: 1.16.5 Member Slope: 012 Roof Slope012 All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Tapered(plf) Snow(1.15) 136.0 To 193.0 82.0 To 116.0 0 To 22' Adds To SUPPORTS: 1 Steel column 2 Steel column El b Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 DESIGN CONTROLS: Maximum Shear (Ibs) -3516 Moment (Ft -Lbs) 18182 Live Load Defl (in) Total Load Defl (in) Design -3124 18182 0.633 1.082 - Deflection Criteria: STANDARD(LL:L/360,TL:L /240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Parallamm is a registered trademark of True Joist. P, \2004 \0436- Overnight Express \03 - Design \Beaml.sms Beam 2 at middle 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 22' Vertical Reactions (Ibs) Detail Other Live /Dead /Uplift/Total 1887 / 1350 / 0 / 3237 L5 None 2099 / 1477 / 0 / 3576 L5 None Control 13861 34332 0.722 1.083 Control Passed (23 %) Passed (53 %) Passed (L/411) Passed (L/240) El Product Diagram is Conceptual. Comment Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xitech.com z Z O W QQ � J U U 00 0 J = F�- U W Q = Ci I -W Z = zI- W 0 O - OH w W H � LL O di co 0 I— z A Vkyerliacumr Busincss TJ•6eame 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:42:40 PM Page 2 Engine Version: 1.16.5 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: 22' span PROJECT INFORMATION: . Overnight Express 0435 -001 PKJB Copyright C 2004 by True Joist, a Weyerhaeuser Business Parallamm is a registered trademark of Trus Joist. P, \2004 \0436- Overnight Express \03 - Design \Beaml.sms Beam 2 at middle 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip@xltech.com z z w 2 D J U 0 Wt- w 5 u_Q = �.. w Z F-0 Z E-- w U 0 � I- p: O. iii 0 z P A Weyerhaeuser Business TJ•8eam5 6.16 Serial Number 7004114695 User: 2 3/15/2005 2:42:40 PM Page 3 Engine Version: 1.16.5 Load Group: Primary Load Group 21' 8 00" Max. Vertical Reaction Total (lbs) 3237 Max. Vertical Reaction Live (lbs) 1887 Required Bearing Length in 1.50(S) Max. Unbraced Length (in) 263 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Beam 2 at middle 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LDF = 0.90 , 1.0 1206 1332 1332 1350 1.15 , 1.0 Dead 2895 3193 3193 3237 Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. P; \2004 \0436 Overnight Express \03 - Design \Beaml.ams 7544 18182 0.633 1.082 3576 2099 1.50(S) Dead -1292 -1452 1452 1477 + 1.0 Floor + 1.0 Snow -3124 -3516 3516 3576 OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com i~ Z Z '. J O O CO 0 LLI J H . u_ W 2 • Q 2 I F. O Z I— LL/ uj U0 0 I-- W H li. O o O z W ay A ycrhacucer &sinem TJ -Beame 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:44:33 PM Page 1 Engine Version: 1.16.5 Member Slope: 012 Roof SlopeO12 All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Tapered(plf) Snow(1.15) 78.0 To 136.0 47.0 To 82.0 0 To 22' SUPPORTS: 1 Steel column 2 Steel column Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" DESIGN CONTROLS: Maximum Shear (Ibs) -2528 Moment (Ft -Lbs) 12802 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business Parallels* is a registered trademark of Trus Joist. P, \2004 \0436- Overnight Express \03 - Design \Beaml.sms Beam 3 at narrow end 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 2 2' Vertical Reactions (Ibs) Live /Dead /Uplift/Total 1253 / 969 / 0 / 2222 1484/1128/0/2613 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 Design Control -2231 13861 12802 34332 0.433 0.723 0.762 1.084 Control Passed (16 %) Passed (37 %) Passed (L/600) Passed (L/341) Application Comment Adds To Detail Other L5 None L5 None Overall Dimension: 23' a• I Product Diagram is Conceptual. Location Rt. end Span 1 under Snow loading MID Span 1 under Snow ALTERNATE span MID Span 1 under Snow ALTERNATE span MID Span 1 under Snow ALTERNATE span - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:0.200 "). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. - Design assumes adequate continuous lateral support of the compression edge. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com loading loading loading z ; ,_z re w JU 00 W� (/) u_ w 2E � N d =w z t•- O z UJ w 2E D 0 � 0 N . L3 W O .• z w N U -- S 0 ~ z A .70041146 95 `` ""` 5 1 / 4 " x 1 1 TJ- Bear 7/8" 2.0E Parallam® PSL rt®6.16 Serial Number: 70041146 User: 2 3/15/2005 2:44 :33 PM Page 2 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Tier4 PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright a 2004 by Trus Joist, a Weyerhaeuser Business Parallamo is a registered trademark of True Joist. Pi \2004 \0436 - Overnight Express \03 - Design \Beaml.sms Beam 3 at narrow end ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: 22' span OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com ..+-,:.i��,w+.�.;'y„xniuY,p ^[� hi Fv5 r�"`:csr.•:rti's k,.�::r,:t'n.::t.z ' ds. a•'•'` �=. �: r, i.: i.:. 1:±,.• �S.: SdirntL %'w.�'s�e'i,Ly�„',,Sa�g.Su�t`i A \Ctycrhacuwr [tusi TJ -Boam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:44:33 PM Page 3 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 21' 8.25" Max. Vertical Reaction Total (lbs) 2222 Max. Vertical Reaction Live (lbs) 1253 Required Bearing Length in 1.50(S) Max. Unbraced Length (in) 263 Loading on all Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB spans, LDF = 0.90 , 1.0 Dead 870 -957 956 -1083 956 969 1.15 , 1.0 Dead 1999 2194 2194 2222 on odd # spans, LDF 2000 2194 2194 2222 on even # spans, LDF 1434 1575 1575 1592 Copyright o 2004 by Trus Joist, a Weyerhaeuser Business Parallamo is a registered trademark of True Joist. P.\2004\0436-Overnight Express \03 - Design \Beaml.sms Beam 3 at narrow end 5 1/4" x 11 7/8" 2.0E Parallam® PSL 2613 1484 1.50(S) 263 263 0 46 1128 1128 5522 -20 0 1' 1.75" + 1.0 Floor + 1.0 Snow -2231 0 -2528 85 2613 2613 12798 -33 0 0.433 -0.072 0.762 -0.126 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow -2231 0 -2528 65 2593 2593 -27 12802 0.433 0.762 0 -0.072 -0.127 1.15 , 1.0 Dead -1595 0 -1806 85 1890 1890 9157 -33 0 0.216 -0.036 0.545 -0.090 + 1.0 Floor + 1.0 Snow OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z N 00 N Co U.1 = J F—. LL W 0 ll. N d =W F— _ F— O z W 0 . 0 00 0— LD - W W 1C .. z W U = O ~ : z • 1% (At _ID +.)T. e x e l t e c h p).P(w;Nu) Subject LAT 4 -L L—a S, L- t lL 1E N4T '- CI. 159((,,.t) 11"'G.j55(FsS /C'0) i cy- (-At - ,_ 5.(11 -P+ 3c;3); y..� it.5` Engineer: 1 . 7 v Project 4t aG Date: 21// /cy�, rJG"�_- Checker: Date: Page 8 l Puy ► ► ifl 2'7 ( mot reA 7 . 2._& 1S1 t z re w QQ 2 JU O 0 0 w= w g Q I • d � w Z H Z I- U � O — t''— w W I— : — `L. w • = 0 z f Co — ED Project Engineer: Date: spit ( e x e 1 t e c h Subject • L A-i'sr } -L t sq PLF Checker: Date: 2 2xx ( Project 41 CJ4 "L__ Page Page z Z W re p 6 00 U o w= � L L W0 J VJ I W Z = F— 0 Z f W W UC) ON O H W H� LL Z W U= o1 z co ASSEMBLY DESCRIPTION MAXIMUM HEIGHT /LENGTH RATIO h/w FASTENER SPACING AT PANEL EDGESb (inches) MAXIMUM FRAMING SPACING (Inches o.c.) 6 4 3 2 15 / 32 -inch structural 1 sheathing (4 -ply) plywood one side 2 :1 1,065° — — — 24 7 / 16 -inch rated sheathing (OSB), one side 2:1 910C 1,410 1,735 1,910 24 7 /16 - inch rated sheathing (OSB), one side, oriented perpendicular to framing 2:1 1,020° — — — 24 7 / 16 -inch rated sheathing (OSB), one side 4:1d - 1,025 1,425 1,825 24 0.018 -inch steel sheet, one side 2:1 485 — — — 24 0.027 -inch steel sheet, one side 4:1" — 1,000 — — 24 TALL CONSTRUCTION MAXIMUM HEIGHT /LENGTH RATIO h/w ORIENTATION SCREW SPACING (inches) NOMINAL SHEAR VALUE (pIO) Edge Field ,-inch gypsum board 1 both sides of wall; tads maximum 24 Ches o.c. l Gypsum board applied perpendicular to framing with strap blocking behind the horizontal joint and with solid blocking between the first two end studs 7 7 585 4 4 850 For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N /m. a. Nominal shear values shall be multiplied by the resistance factor to determine design strength or divided by the safety factor S2 to determi • II ues as set forth in Section 2211.2.1. 2.5 •'. ill- A LL O 1 O b. Screws shall be attached Co intermediate supports at 12 inches on center unless otherwise shown. 2. S c. Where folly blocked gypsum board is applied to the opposite side of this assembly, in accordance with Table 221 I.2(2) with screw spacing at inc es o.c. e ge and 7 inches o.c. field, these nominal values are permitted to be increased by 30 percent. d. Where aspect ratio ( /n/w) is greater that 2:1, the design shear shall be reduced as required by Section 2211.2.2, item 5. 1 / 0 S it S. The design shear values for shear panels with differ- ent nominal shear values applied to the same side of a wall are not cumulative except as permitted in Tables 2211.2(1), 2211.2(2) and 2211.2(3). For walls with material applied to both faces of the same wall, the de- sign shear value of material of the same capacity is cu- mulative. Where the material nominal shear values are not equal, the design shear value shall be either two times the design shear value of the material with the smaller values or shall be taken as the value of the stronger side, whichever is greater. Summing shear values of dissimilar material applied to opposite faces or to the same wall line is not allowed unless permitted by Table 2211.2(1). 2211.2.2.1 Sheet steel sheathing. Steel sheets, attached to cold - formed steel framing, are permitted to resist hori- zontal forces produced by wind or seismic loads. 1. Steel sheets shall have a minimum base metal thickness as shown in Table 2211.2(1) or 221 1.2(3), and shall be of the following grades of structural quality steel: ASTM A653 SS Grade 33, ASTM A792 SS Grade 33 or ASTM A 875 SS Grade 33. 2. Nominal shear values, used to establish the allow- able shear value or design shear value, are given in Tables 2211.2(1) for wind loads and 2211.2(3) for seismic loads. 3. Steel sheets are permitted to be applied either paral- lel or perpendicular to framing. All edges of steel sheets shall be attached to framing members, strap blocking or shall be overlapped and attached to each other with screw spacing as required for edges. 4. Screws used to attach steel sheets shall be a mini- mum No. 8 modified truss head. TABLE 2211.2(1) NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD - FORMED STEEL STUDS TABLE 2211.2(2) NOMINAL SHEAR VALUES FOR WIND AND SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD- FORMED STEEL STUDS AND FACED WITH GYPSUM BOARD For SI: 1 inch = 25.4 min, I pound per foot = 14.5939 N /m. a. Nominal shear values shall be multiplied by the resistance factor to determine design strength ordivided by the safety factor S1 to determine allowable shear values as set forth in Section 221 12,1. b. Walls resisting seismic loads shall be subject to the limitations in Section 1617.6. 2003 INTERNATIONAL BUILDING CODE® STEEL 441 i i i WOOD FASTEN- ING SCHED CONVEN TIONAL CONST GLA GLA GYF PU PL PI IN Sl E C S' .4'161;0 'Llectia Project Engineer: P V1-\ Date: 2 117 / U5- Subject e x e I t e c h MtL --z \A/41-t- S l.:ru .Z. w GgSr_ .. t 12� c,'-' k /(l,._. P f e'iz_Gx, z I lo oil' , i" vvALL. got . s L-1 s1 01.3 s ( ' ( 2 ( '(2. (1 ?) .. g ooF ► ✓) T.2.-its l s Td 5 hn- v rn. 2 3 �3�4•SY�?�� z 14653 2 Checker: Date: c�!P ( ( 1a 75.5 2 . 1.( l ...` j'-ffi'i1� cO Ton 7 2_ l� + 44 2,t(1.(r. ; X 1 1 I h \ /1 b LK_ . 57/<1 GZ A 0 ' • 1 :S .mac C. ?rYr:L:'( c oSDNc► 73ns C Avac 17 \t. --o_ - � �ar�s \.��S/� wAu.S T bX -j ► 1a Project # o I'S (0 Page Z Z 00 CO ° J F- ul 0 ll uj O N o I-- Ill W U z w U O ~ z Project C1 V tXI PAT: r s e_ Engineer: r \- ) v L Date: 3 / (( f/ (l N Project It J� ry ' J G C] Subject e x e It e c h S X (2 oc. Date: s` /a X /2 LE Checker: 1 I 1 , 2 14e' 3 Page L Z Z et W 0 0 0 CO 0 WI J F- w w D I 1— w 7 ZI- w • w U 0 0 O II— W • w H � O w U= O ~ z i Project C1 V tXI PAT: r s e_ Engineer: r \- ) v L Date: 3 / (( f/ (l N Project It J� ry ' J G C] Subject e x e It e c h S X (2 oc. Date: s` /a X /2 LE Checker: 1 I 1 , 2 14e' 3 Page L Z Z et W 0 0 0 CO 0 WI J F- w w D I 1— w 7 ZI- w • w U 0 0 O II— W • w H � O w U= O ~ z e x e l t e c h IF7FiC to Pro U N E Subject .M ( Engineer: Date: Checker: Date: Project #I Page 0 Z t-- cc �.. W 6 .J U O 0 u) o co La 3 F co W O g Q = uj Z = 1— O Z I- 1.1.1 u n o O • N O H WW H o O L11Z U = O~ Z Phillip Exeltech Consulting, Inc. 0436-002 X Moment Frame at Office Schematic View March 24, 2005 11:35 AM OE 2 Mom Frame.r3d Z • w O 0 U) : W I 2 LL w 0 g u_ < u z o z LLI u j n 0. o — a u j I a I— ;— w z U. 3 0 • • : " .1. - ......................... Loads: LC 1, drift Solution: LC 1, drift Reaction units are K and K -ft Phillip 0436 -002 0.8 -6K Exeltech Consulting, Inc. -. '� -- � -- . . \ ` - , „DF►ARSSL3X12 „-- - „----, �+{' � :06K/ft' �' C � � . .,.. -- .--�-.-. - -.��-..��_----. N rn 142 6.7 W1 OX22 Moment Frame at Office Drift Analysis -6K m X 5.3 March 24, 2005 1 AM [0E 2 Mom Frame.r3d Z W 6 J0 U O co O W= J 1-- N LL WO LLQ tn 3 . I Z Z O . 1.0 uj U � O N W • iW LL' .. U - O z Y Solution: LC 2, factored Member z Bending Moments (K -ft) Reaction units are K and K -ft Exeltech Consulting, Inc. Phillip 0436 -002 7.7 Moment Frame at Office Factored for Connection Design March 24, 2005 11:39 AM OE 2 Mom Frame.r3d M1 I N1 N2 Reaction Fixed COLUMN I S150 N2 No. of Sections for Member Calcs 5 10.66 M2 N2 N3 N3 Y COLUMN I .24 WOOD N4 2.34 M3 I N4 N5 1.2 I 14.648 COLUMN N5 I I 10.66 M4 N5 N6 N6 Story 1 COLUMN Fixed I ! 2.34 M5 N2 N5 BEAM 1 19.34 M6 I N3 N6 WOOD BenPIN BenPIN 19.34 N1 Reaction Reaction Fixed Include Shear Deformation Yes S150 N2 No. of Sections for Member Calcs 5 Fixed Yes Fixed 0.50% N3 Y 11.4 Fixed .24 WOOD N4 Reaction Reaction Fixed 1.2 I 14.648 S150 N5 Fixed Fixed N6 Story 1 Fixed Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y COLUMN HSS6X4X5 TUBE 5.257 1.2 1.2 13.135 24.785 28.382 11154 BEAM W10X22 BEAM 6.49 1.2 1.2 11.4 118 .24 WOOD DFLARSEL W1 28.125 1.2 1.2 I 14.648 296.631 50.392 BEAM 29000 11154 .3 .65 .49 50 TUBE 29000 11154 .3 .65 .49 46 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Global Materials (General) Material Label Young's Modulus (Ksil Sections Section Label Joint Coordinates Joint Label Boundary Conditions Joint Label X Translation (K/in) Member Data Member Label Database Shane X Coordinate (Ft) Material Label Y Translation (K/in) Shear Modulus Poisson's Thermal Coef. Weight Density ( ) ) (K/ft ^3) Ksi Area In ^2 Y Coordinate (Ft) Z Translation (Win) X -Axis Section I Joint J Joint K Joint Rotate Set (deareesl Ratio (Der 10 ^5 F SA(yy) SA(zz) Z Coordinate (Ft) MX Rotation (K- ft/rad) End Releases I -End J -End x x x x I y -y In ^4 RISA -3D Version 4.1 [P :\2004 \0436- Overnight Express \03 - Design\OE 2 Mom Frame.r3d) March 24, 2005 11:45 AM Checked By: I z -z In ^4 Joint Temperature J (Torsion) T/C (F) MY Rotation (K- ft/rad) Yield Stress (Ksi) N1 •:N2 . N3 • :N4 N5 N6. N7 0 0 • 1934:::-. 19.34 19.34 . 0 0 • 10,66 13 10.66 13 13 0 0 0 0 0 0 0 0 0 In ^4) OnI MZ Rotation (K- ft/ rad) End Offsets Inactive Member I -End J -End Code Length In In !Ft) Page 1 z w 6 00 J H U) Li, w cn lL Q = a w Z = W ~ ui U � O - O I-- w • w o Ili • = O z M1 COLUMN 10.66 -1 0 0 1. 1. -1 -1 0 0 UNIFORMZ M2 COLUMN 2.34 0 0 2 factored 1 1. 1. 2 2.5 M3 COLUMN 10.66 1. 1. M4 COLUMN 2.34 1. 1. M5 BEAM 19.34 1. 1. M6 WOOD 19.34 1 1. 1. UNIFORMX X -1 -1 0 0 UNIFORMY Y -1 -1 0 0 UNIFORMZ Z -1 -1 0 0 N3 I L Y -6 N6 I L Y -6 1 I drift I I 1 1 1 2 1 2 factored 1 1 1 2 2.5 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Steel Design / NDS Parameters Member Label Section Set Wood Material Parameters NDS Species Database Wood Set Label Distributed Load Patterns Pattern Label Basic Load Case Data BLC No. Member Label Moving Loads Tag Pattern Label Joint Label Basic Load Case Description Load Combinations Num Description Direction Length Ft Fb Ksi Category Code I Joint J Joint Increment Both 1st Joint Ft Ways? 6th Joint [Woad or Dlisplacement Lb y -y le2 (Ftl Ft Ksi Start Magnitude K/ft , F Env WS PD SRSS CD Fv Ksi Direction BLC Lb z -z lei Fc Ksi End Magnitude (K/ft, F) L_comp le_bend K y -y K z -z CH Cm z -z B y z I W1 I DFLARSEL_3X12 ( 1.5 ( 1 .095 ( 1.7 ( 1900 1 Category Description Member Distributed Loads, Category : None, BLC 2 : lateral 2nd Joint 7th Joint Factor Gravity X Y 1 gravity lateral None . None Load Pattern Label Pattern Multiplier M6 N3 N6 UNIFORMX .06 No Data to Print ... Joint Loads /Enforced Displacements, Category : None, BLC I : gravity BL E Ksi Start Location 3rd Joint 8th Joint Magnitude tor RISA -3D Version 4.1 [P:\2004 \0436- Overnight Express\03- Design \OE 2 Mom Frame.r3d] B March 24, 2005 11:45 AM Checked By: Cm y -y Cb Sway Therm Weight Poisson's Coef. Density Cm Cr E mod Ratio (10A5 F) (K/ftA3 .3 I .3 I .035 4th Joint 9th Joint End Location Load Type Totals Z Nodal Point Dist. Surf. 2 5th Joint 10th Joint Page 2 Z ;= Z w QQ � JU U J = h- 0 N d = w H = Z �. 0 Z I— ll! W U o 0 I— W tL O .z w O~ z N1 0.000 0.000 0.000 0.000 0.000 0.014 N2 -1.422 -0.006 0.000 0.000 0.000 0.002 N3 -1.505 -0.008 0.000 0.000 0.000 0.003 N4 0.000 0.000 0.000 0.000 0.000 0.014 N5 -1.422 -0.004 0.000 0.000 0.000 0.002 N6 -1.505 -0.005 0.000 0.000 0.000 0.003 N7 0.000 0.000 0.000 0.000 0.000 0.000 Ni 1.45 7.728 NC 0.000 0.000 1 -2.143 N4 1.45 4.272 NC 0.000 0.000 - 2.143 Reaction Totals : 2.901 12 0.000 0 M1 1 I 7.728 -1.45 0 0 0 -2.143 2 7.728 -1.45 0 0 0 1.722 3 7.728 -1.45 0 0 0 5.588 4 7.728 -1.45 0 0 0 9.453 5 7.728 -1.45 0 0 0 13.319 M2. 1 6 -1.45 0 0 0 -3.394 2 6. -1.45 0 0 0 - 2.546 3 6 -1.45 0 0 0 - 1.697 4 6• -1.45 0 0 0 -0.849 5 6 '• -1.45 0 0 0 0 M3 1 4.272 -1.45 0 0 0 -2.143 2 4.272 -1.45 0 0 0 1.722 3 4.272 -1.45 0 0 0 5.588 4 4.272 -1.45 0 0 0 9.453 5 4.272 -1.45 0 0 0 13.319 M4. 1 6 -1.45 0 0 0 -3.394 2 6 -1.45 0 0 0 -2.546 3 6 -1.45 0 0 0 -1.697 4 6 -1.45 0 0 0 -0.849 5 6 -1.45 0 0 0 0 M5 1 0 1.728 0 0 0 16.713 2 0 1.728 0 0 0 8.357 3 0 1.728 0 0 0 0 4 0 1.728 0 0 0 -8.357 5 I 0 1.728 0 0 0 - 16.713 M6 I 1 I 1.45 0 0 0 0 0 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Joint Displacements, LC 2 : factored Joint Label X Translation In Reactions, LC 2 : factored Joint Label X Force (K) Center of Gravity Coords (X,Y,Z) (Ft) : Story Drift, LC 2 : factored Story X Direction Number Joint Label Drift (In) 1 N6 -1.505 0.965 Member Section Forces, LC 2 : factored Member Label Section Axial K %ofHt. Y Translation In Y Force (K) Y Direction Joint Label Drift (In) Shear y -y (K) Z Translation Z Force (K) Shear z - z (K) I X Rotation X Moment (K -ft ) 9.67 %of Ht. Torque ( - RISA -3D Version 4.1 [P:\2004 \0436 - Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Y Rotation Y Moment (K -ft) 13 March 24, 2005 11:45 AM Checked By: Z Direction Joint Label Drift (In) Moment y -y (K- Z Rotation Z Moment (K -rn 0.000 Moment z -z (K -ft) Page 3 %of Ht. 1 1.47 -0.499 0 3.113 -3.113 0 0 0 2 1.47 -0.499 0 -2.501 2.501 -0.725 0 0 3 1.47 -0.499 0 -8.116 8.116 0 0 0 4 1.47 -0.499 0 - 13.731 13.731 NC 0 0 5 1.47 -0.499 0 - 19.346 19.346 726.34 0 0 1 1.141 -0.499 0 4.93 -4.93 0 0 0 2 1.141 -0.499 0 3.698 -3.698 1.422 0 0 3 1.141 -0.499 0 2.465 -2.465 0 • 0 4 . 1.141 -0.499 0 1.233 -1.233 3 0 0 5 1.141 -0.499 0 0 0 NC 0 0 1 0.813 -0.499 0 3.113 -3.113 I 0 0 2 0.813 -0.499 0 -2.501 2.501 0 0 0 3 0.813 -0.499 0 -8.116 8.116 0 0 0 0 4 0.813 -0.499 0 - 13.731 13.731 0.466 0 0 0 5 0.813 -0.499 0 - 19.346 19.346 0 0 1 1.141 -0.499 0 4.93 -4.93 0 0. 2 1.141 • -0.499 0 3.698 -3.698 0 0 3 1.141 - 0.499 0 • 2.465 -2.465 0 0 4 1.141 -0.499 • 0 ° 1.233 -1.233 0 0 5. 1.141 -0.499 0: 0 0 0 0 1 0 0.85 0 I -8.643 8.643 1 0 0 2 0 0.85 0 -4.321 4.321 0 0 3 0 0.85 0 0 0 0 0 4 0 0.85 0 4.321 -4.321 0 0 5 0 0.85 0 8.643 -8.643 0 0 1 0.052 0 0 0 0 0 0 2 0.026 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 -0.026 0 0 0 0 0 0 5 -0.052 0 0 0 0 0 0 2 0.725 0 0 0 0 0 3 0 0 0 0 0 0 4 -0.725 0 0 0 0 0 5 -1.45 0 0 0 0 0 I M1 1 0 0 0 0 NC NC 2 -0.002 0.466 0 0 1161.723 NC 3 -0.003 0.902 0 0 670.374 NC 4 -0.005 1.243 0 0 726.34 NC 5 -0.006 1.422 0 0 NC NC M2 1 -0.006 I 1.422 0 0 NC NC 2 -0.007 1.44 0 0 1548.757 NC 3 -0.007 1.461 0 0 732.094 NC 4 -0.007 1.482 0 0 468.178 NC 5 -0.008 1.505 0 0 341.205 NC M3 1 I 0 0 0 0 NC NC 1 2 I -0.001 0.466 0 i 0 1161.723 NC Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Member Label Section Axial Member Stresses, LC 2 : factored Member Label Section Axial Shear y -y ( ) (Ksi) M1 M2 M3 M4 M5 Ksi K Member Deflections, LC 2 : factored Member Label Section x- Translation In Moment Frame at Office Member Section Forces, LC 2 : factored, (continued) Shear y -y (K) y- Translation In Shear z -z (K) Torque (K -ft) March 24, 2005 11:45 AM Checked By: Moment y -y (K -ft) Moment z -z (K -ft) Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot Ksi) (Ksi) (Ksi) (Ksi) (Ksi z- Translation x- Rotation (n) L/y Ratio (n) Liz Ratio (In) ( ) radians RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Page 4 Z Z w oC 2 00 u o cn J � w � J � N 0 = d �.. w Z = O Z U � O N O l- W LL .. Z W U O ~ Z 1 0 0 No Warping Calculations... 2 0 0 NC 3 0 0 0 4 0 0 5 5 0 0 0 1 0 0 No Warping Calculations... 2 0 0 0 NC NC 2 4 0 Q 0 5 0 0 -0.004 1 0 0 No Warping Calculations... 2 0 0 1.482 3 0 0 NC 4 0 0 0 5 0 0 M5 1 0 0 No Warping Calculations... 2 0 0 3 0 0 0 4 0 0 3 5 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 0 0 0 ( 0 0 0 4 0 0 0 0 0 0 1 5 0 0 0 0 0 0 1 0 0 No Warping Calculations... 2 0 0 .0 3 0 0 5 4 0 0 0 5 0 0 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 - 002 Member Deflections, LC 2 : factored, (continued) Member Label Member Section Torsion, LC 2 : factored Member Label Section Torque Torsion Shear y -y Warp Shear z -z Warp Shear z -Bot Warp Bend z -Top Warp Bend M1 M2:::;: M3 • M4. M5 M6 Section x- Translation y- Translation In K -ft Moment Frame at Office In z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio In ( ) radians Ksi) (Ksi) (Ksi) (Ksi) (Ksi RISA -3D Version 4.1 [P: \2004\0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] March 24, 2005 11:45 AM Checked By: Page 5 Z I I '~ W 00 U o J H U) u_ w uj N d � Z = !•- 0 w Lu �o U 0- 0 I- wW L it .. w O ~ Z 3 -0.002 0.902 0 0 670.374 NC 4 -0.003 1.243 0 0 726.34 NC 5 -0,004 1.422 0 0 NC NC M4 1 -0.004 1.422 0 0 NC NC 2 -0.004 1.44 0 0 1548.757 NC 3 -0.004 1.461 0 0 732.094 NC 4 -0.004 1.482 0 0 468.178 NC 5 -0.005 1.505 0 0 341.205 NC M5 1 -1.422 -0.006 0 0 NC NC 2 -1.422 0.044 0 0 4705.262 NC 3 -1.422 -0.005 0 0 NC NC 4 -1.422 -0.054 0 0 4705.262 NC 5 -1.422 -0.004 0 0 NC NC M6 1 -1.505 -0.008 0 0 NC NC 2 -1.505 -0.007 0 0 NC NC 3 -1.505 -0.006 0 0 NC NC 4 -1.505 -0.005 .0 0 NC NC 5 -1.505 - 0.005 0. 0 NC NC Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 - 002 Member Deflections, LC 2 : factored, (continued) Member Label Member Section Torsion, LC 2 : factored Member Label Section Torque Torsion Shear y -y Warp Shear z -z Warp Shear z -Bot Warp Bend z -Top Warp Bend M1 M2:::;: M3 • M4. M5 M6 Section x- Translation y- Translation In K -ft Moment Frame at Office In z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio In ( ) radians Ksi) (Ksi) (Ksi) (Ksi) (Ksi RISA -3D Version 4.1 [P: \2004\0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] March 24, 2005 11:45 AM Checked By: Page 5 Z I I '~ W 00 U o J H U) u_ w uj N d � Z = !•- 0 w Lu �o U 0- 0 I- wW L it .. w O ~ Z M1 0.69 10.66 0.027 0 y 17.925 27.6 30.36 30.36 H1-2 M2. 0.204 0 0.027 0 y 26.315 27.6 30.36 30.36 H1 -2 M3 0.667 10.66 0.027 0 y 17.925 27.6 30.36 30.36 H1-2 M4 . 0.204 0 0.027 0 y 26.315 27.6 30.36 30.36. H1-2 M5 0.821 0 0.042 0 y 4.87 30 37.5 10.524 I H1-2 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Member AISC ASD 9th Code Checks, LC 2 : factored Member Label Code Chk Loc Shear Chk Loc Dir Ft) f Ft Moment Frame at Office Fa Ft Fby -y RISA -3D Version 4.1 [P:\2004\0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] March 24, 2005 11:45 AM Checked By: Fb z -z Member NDS Code Checks, LC 2 : factored Member Label Code Chk Loc Shear Chk Loc Dir Fc' Ft' Fb1' Fb2' Fv' (Ft) (Ft) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) - le /d is greater than 50. - ASD Eqn. Eqn M6 Page 6 I ta rc e x e l t e c h ... 02.X. 1 I Ta V a+. —kC (- 8 .. 11y (z) 3J4 83o t.� Project c E - L Subject / @ 6P d,C. 7 2.0°T-7 C l A ,- -w m rc. r t 'p7h t —D s t_ 311L: Engineer: Date: Checker: Date: W 3 %/c v h - ty 'PE RA-0 \(Z-e- Ccv m T)ft Project tt Page z 1 z '~ w 0 U to LLI 1 . � u_ ° g a co = a �.w z � 4- O z I- W ui • p U O N o I— w w 9:O El U = o F- z aore- 44. ;,;,•• Project VOZNi Liir• Ti<7>P75,S 2_ Engineer: ?V ).-k Date: S j Va5 "zip4, exeltech .51t.m 3 Az ss s G 1 67- FL-hi-46Z L. W7 S(ri Tar (-1-) A Z& Eoc- 8FAfr\ Pr_ EL-/A1 '3f1V -10 F ?7 Pt Subject Date: V 2- GNP Checker: Project it CS 4-3 a (1 L Page " ' 2 ‘ ' ,4 ■•■ �+' t 11' ` +' +�.i„t e x e l t e c h t7 o C 2 .cp �• - F-T W 11r = \N T . To H S y t' - ►hl 2( I s LA //c Project ovr .� ` � Subject V . / . 7 i - LH z (4'N. �/ u 0 tr~s k „ 7_7 cg. T V �> Engineer: pv Project 4t Date: 3 7 1 1/(.Js_ . _cR,1 Checker: Page Date: 4-U zC X 2 072 j��, x 2 s tb r.; 2 Cal v,teL -1 FL / J (z 37 V/ T c2.. STkalLirl ti • Project rria Engineer: �j \A t Date: Si )4%) c15 e x e I t e c h \�� 2 •� 12 (s Subject i=14.T‘ A._. F / X j`rNi 1 11 2 relQf Date: Checker: CrA,►a >Icty -t 7 ;zzlz .- ' cia r� l 912. „L (1gC 2-Qz ) <I/ A = 2g5o /(iv INCerA jZ. rug_ ? CI ti / -c.SS? ? 7 2 2 24 a� t . , i /1 ce 4s4 AU-AtA 1 F- t -J1140 Project # Page r • Project b � 1 r � n � 161.1 -i r r s Z. Engineer: Date: e x e l t e c h fn. in ? T x I 72. 4 SSE Iy\ Subject P r e - h: CON f.t F U1''.:r1j' Lu (5a)(C 32(,. 3 . Z Z ( (/ ? 2 Checker: Date: 7)G ks z 2� s Ste' 12, C 7)44 CAC . c Co i111.(2- f ) .27SI 12_, G/ I--ir ) 1" *q. e z`7 ic cam. N. 2.! 5 -. M U z i LAS_ SP '-1 (A .. A'S7 -- �c P t �" �� D L'I v1' OJT Tikkv-A F ( 12_ - /--0 Project ft 69 co `C�rJZ Page z • Z CC w 6U O 0 ( 0 w J H • (L, w 0 LL Q U I - ▪ w Z = Wo uj U � w off w w . I - 9 - - Z w U =' 0 z BOLT DIAMETER (Inches) MINIMUM EMBEDMENT (inches) EDGE DISTANCE (inches) SPACING (inches) MINIMUM CONCRETE STRENGTH (psi) f' = 2,500 f',=3,000 f' = 4,000 Tension Shear Tension Shear Tension Shear I/4 2'/, 1 3 200 500 200 500 200 500 3 / 8 3 2 4'/2 500 1,100 500 1,100 500 1,100 1/, 4 4 3 5 6 5 950 1,450 1,250 1,600 950 1.500 1,250 1,650 950 1,550 1,250 1,750 s /8 • 4 4 3 6 7 7 1,500 2,125 2,750 2.950 1,500 2,200 2,750 3,000 1,500 2,400 2,750 3,050 3 /4 5 5 4 7 9 9 2,250 2,825 3,250 4,275 2,250 2,950 3560 4.301 2,250 3,200 3,560 4,400 7 / 8 6 5'/ 10 2,550 3,700 2,550 4,050 2,550 4,050 1 7 6 12 3,050 4,125 3,250 4,500 3,650 5,300 I'/ 8 6 13'/, 3,400 4,750 3,400 4,750 3,400 4,750 1 9 7 15 4,000 5,800 4.000 5,800 4,000 5,800 • ;e I- t- .r. Is ce r- to or le n- 1) .2, .2, E® For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N. 1912.3 Required edge distance and spacing. The allowable service loads in tension and shear specified in Table 1912.2 are for the edge distance and spacing specified. The edge distance and spacing are permitted to be reduced to 50 percent of the val- ues specified with an equal reduction in allowable service load. Where edge distance and spacing are reduced less than 50 per- cent, the allowable service load shall be determined by linear interpolation. 1912.4 Increase in allowable load. Increase of the values in Table 1912.2 by one -third is permitted where the provisions of Section 1605.3.2 permit an increase in allowable stress for wind loading. 1912.5 Increase for special inspection. Where special inspec- tion is provided for the installation of anchors, a 100 - percent in- crease in the allowable tension values of Table 1912.2 is permitted. No increase in shear value is permitted. SECTION 1913 ANCHORAGE TO CONCRETE - STRENGTH DESIGN 1913.1 Scope. The provisions of this section shall govern the strength design of anchors installed in concrete for purposes of transmitting structural loads from one connected element to the other. Headed bolts, headed studs and hooked (J- or L -) bolts cast in concrete and expansion anchors and undercut anchors installed in hardened concrete shall be designed in accordance With Appendix D of ACI 318, provided they are within the scope of Appendix D. Exception: Where the basic concrete breakout strength in tension of a single anchor, N,,, is determined in accordance with Equation (D -7), the concrete breakout strength require- ments of Section D.4.2.2 shall be considered satisfied by the design procedures of Sections D.5.2 and D.6.2 for anchors 2 003 INTERNATIONAL BUILDING CODE® TABLE 1912.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds) CONCRETE exceeding 2 inches (51 mm) in diameter or 25 inches (635 mm) tensile embedment depth. The strength design of anchors that are not within the scope of Appendix D of ACI 318, and as amended above, shall be in accordance with an approved procedure. a SECTION 1914 SHOTCRETE 1914.1 General. Shotcrete is mortar or concrete that is pneu- matically projected at high velocity onto a surface. Except as specified in this section, shotcrete shall conform to the require- ments of this chapter for plain or reinforced concrete. 1914.2 Proportions and materials. Shotcrete proportions shall be selected that allow suitable placement procedures us- ing the delivery equipment selected and shall result in finished in -place hardened shotcrete meeting the strength requirements of this code. 1914.3 Aggregate. Coarse aggregate, if used, shall not exceed 3 /4 inch (19.1 mm). 1914.4 Reinforcement. Reinforcement used in shotcrete con- struction shall comply with the provisions of Sections 1914.4.1 through 1914.4.4. 1914.4.1 Size. The maximum size of reinforcement shall be No. 5 bars unless it is demonstrated by preconstruction tests that adequate encasement of larger bars will be achieved. 1914.4.2 Clearance. When No. 5 or smaller bars are used, there shall be a minimum clearance between parallel rein- forcement bars of 2 inches (64 nun). When bars larger than No. 5 are permitted, there shall be a minimum clear- ance between parallel bars equal to six diameters of the bars used. When two curtains of steel are provided, the curtain nearer the nozzle shall have a minimum spacing equal to 12 401 • /4•01,31•■•*....vost,wf ma. J.• 0.4•10 ofsmawl..... , 1 : OVERNIGHT EXPRESS 11231 East Marginal Way South Tukwila, Washington Shoring Wall Calculations Client: PKJB Architectural Group, P.S. Contact: Gregg Percich, AIA Engineer: Exeltech Consulting, Inc. Contact: Phillip Van Heyningen, P.E. Larry A. Harris, S.E. Job No.: 0436-002 March 18, 2005 e x e 1 t e c h 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623-9646 fax (206) 623-9658 • - 1 ; 4 " " t 11J " " • 6v II 1.0 H ii4AL 1uiLr/14(.N I 9 '— L ' / / , g.A6 ci L.1 L I I 1 105 SL.4.13 • .:c71.7171 4L4 I la) I L I I E% (2) 2 p c 4-- — re Lij 6 = 0 00 w 0 CO W LLI u. u j 0 u_ ▪ u z ▪ 0 z L11 ui • 0 O — O I— W u Li- 0 w • -±" o 1- z . • . 'k�,:IbNi,.a;..h.;.i:;:s4:wi Project V 1-7 E.? F ---FL. S S Engineer: Date: 24 / J • e x e l t e c h DEMO EXIST, SLAB & GRID •A' COL. FOOTING T 1 TO ALLOW FOR INSTALLATION OF SHORING SYSTEM - -r I '.I • Subject L io\ .te'j 1 2 1 1 2 1' _ D• O SHORING PLAN REMOVED BAY CONTRACTOR TO SUPPORT EXIST. BLDG. COLUMN DURING DEMO, UNTIL NEW FND. IS IN PLACE I 26 SOLDIER PILES IN 24'0 AUCERED HOLES SEATTLE CITY LIGHT EASEMENT LINE 1 24' WIDE CONT. CONC. GRADE BEAM ;y O 1/8' =1' -0' Checker: Date: Project tJ Page Z ' W re 2 JU O 0 U) 111 J1- w LL < co d = w 1— _ Z w 0 O N 0 I— H F- u. O Z. UN 1= _ O Z Project O VE-., f C5 H - i z xp E. Engineer: L Date: e x e l t e c h FINISHED EXT. GRADE (2) I6 x hl pits. 0 EA PILE MAX. ALLOWABLE EXCAVATION DEPTH WITHIN SEATTLE CITY LIGHT EASEMENT B.O. PLATE A • 4 A a a a • AUGER HOLE R PLAN TYP. SOLDIER PILE Cr) SCALE: Subject • a 1 — E 0 WALL PANEL PER MIL. BLDG. MFR. (2) J4 CONT. T&8 /5 x 3' -6' 0 18' O.C. GRADE BEAM PER PLAN & DETAIL A /SI.1 B.O. GRADE BM. T.O. CONC. PILE 1 THICK STEEL PLATE /OWN. SOLDIER PILES ENCASED STEEL SOLDIER PILE PER PLAN STRUCT. CONC. ENCASEMENT /'"Fill AUGEREO HOLE / 0/STRUCTURAL CONC. (MIN. I'c =3,000 PSI 0 28 OAYS) SOLDIER PILE 4 � PER PLAN SECTION A -A Checker: Date: ' 14 x1 -6 � SLAB OWLS. 0 18' O.G. (DRILL k EPDXY INTO CL. OF EXIST. SLAB) 14 CONT. 0 I8' 0.C. 14 E 018' O.C. j4 CONT. TYP. CONC. GRADE BEAM PER A /51.1 SOLDIER PILE BEYOND PER PLAN k DETAIL C /51.I STEEL PLATE GRADE DM. DWLS. Project It O4� —C)(2 Page Z NEW CONC. SLAB ON GRADE TO MATCH THICKNESS OF EXIST. EXIST. CONC. SLAB ON GRADE Z '4- LU 1e 2 U0 • D w= Q LL W LL 1. 1. d F-- W H uj • to 0E— W u I— u. Z U_ O z 76:11. trril - nxrt,�w* ir,�l.r.�i�- µwn� -•x ) r -'J (.L) h ) ' y\ 2n I 14 V " J o Z • h )OS x C. (;Z) Rio LED'i 1713 Qo n ( /&C/h'72, - 29r+H'D ) o :8100 :ae >oego :ele0 Fr n cl :aeeu!6ud 9 rid 9 f 1 , 33-LS c)/ ct 0 t 3`e7 . Y1 ✓n 1 9C1121. 71 Ds' Climi-\V . 37 ( c' � .. `; C!•V O loefgns c)1 1�U�1 \O l oefa d ('L/v\ �1q1 0,18 8 "Z I 1301?- i 1 Z coo LLM I. f bYR93 x a - 3cN?J9 Q2 riS I I/ I. g o a l l a x e z .�o O - n M • = m � ro • c C � m -� O --I = z m -� > • -n ✓ � 0m mu • to O 0 c � c z Ckv SOLDIER PILE ANALYSIS NAVFAC METHOD - (Use for Design of Pile) INPUT: HEIGHT (FEET)= ACTIVE PRESSURE (PCF)= PASSIVE PRESSURE (PCF)= PILE SPACING (FEET)= PILE DIAMETER (FEET); B= INFLUENCE FACTOR = ASSUMED PILE EMBEDMENT (FEET); D= File: Soldier Pile Wa112 SUM OF MOMENTS ABOUT BASE = (This Value Should be Minimized) EFFECTIVE ACTIVE (PCF)= EFFECTIVE PASSIVE (PCF)= r = u w ACTIVE PRESSURE (PCF) ACTIVE PRESSURE (PCr) • 11 iii 1 11_ ; -I I I -I 11=1' UNIFORM ACTIVE PRESSURE (PSF)= (Horiz. Press, from Surcharge Load) ASSUMED PILE EMBEDMENT (FEET); D= SUM OF MOMENTS ABOUT BASE= (This Value Should be Minimized) 13.03655068 12.4915 158.9410538 TOTAL PILE LENGTH WITH F.S. OF 1.25= 350 TOTAL PILE LENGTH 1000 WITH F.S. OF 1.5= .'� -1I1 -111 JOB NAME: Overnight Express JOB NO.: 0436 -002 SHEET NO.: 8 MOMENT @ BOTTOM 35 OF WALL= 29,867 FT -LBS 250 10 MAX MOMENT 2 ON PILE= 179,074 FT -LBS 2 20.76 MAX MOMENT @ 19.59 FEET (Below Top of Pile) P:, .SI : E PRESSURE (PCF) METHOD OF SUMMING MOMENTS - (Use for Embedment Depth) 60 MAX MOMENT ON PILE= 124,917 FT -LBS MAX MOMENT @ (Below Top of Pile) TOTAL PILE LENGTH WITH F.S. OF 1.25= 4 32.92 FEET 37.07 FEET 14.64 FEET 23.61 FEET Project Engineer:, r . 7 V), 1 Date: 217/05 e x e l t e c h PILL rte, ►,-,a " 9 • I 1, Subject 1 ~79' (14N c L ?2Y \�r I S� r2 2.)5 -FT tit S 'RA & — Fr 1•4 i IZFL zcru 1.9. r gI JQ L- J VI IY El 2i iM 6 x 1.1 ;7dAi l Checker: Date: Project tI 0 4'5 LO -- 00 Page S Concrete Member Information ... y, t-,, II' cR;, 1r: rcU!- , , ,, , ,'1 , . V.....X.." D escription Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth "NY f•74. xsrpmt.tprT ". {. IT1 k:Fri aeYRF,10 171. 1PY.: ^• . rT'+��s;..:e; e.e2 Alm: felt,, ,PMIV'RL,'4.M':n< it^ T': 2:'%.12. .. S't.t °1R+MK+tiT p'1 ' .`t9 ,r End Span middle span end span 10.00 10.00 10.00 24.00 24.00 24.00 24.00 24.00 24.00 Pin - Pin Pin - Pin Pin - Pin 1.32in2 1.32in2 1.32in2 17.00in 17.00in 17.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in Loads • .;i.rev:1,,,, 11.2 es..T,: tinN SYtiT - >li au:: 1T'.'.,r cs Using Live Load This Span ?? Dead Load k/ft Live Load k/ft K -T`i.TF272 VaT4R1~MBE.VliiaM.1.'.0..1. 313 %.lVfL' .:;nla C-:.. a. PJ Tl; 29 1tf t' R. r. i1., 11' w' Y7 !Sf1.Mil[:J.IS?C1Y:,,A.4,.YT YIY.L.1:.t :OS, •.A2 «tc:'V -.;n Yes Yes Yes 1.000 1.000 1.000 0.800 0.800 0.800 Results Beam OK Beam OK Beam OK l ..A. NSF • ' C..` U;•.h]Gr�.tt:5:!_:S:i.tW.1'J�: }f'1'w`TiY..5s.1Ty ; Mmax @ Cntr k -ft @ X = ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear © Left k Shear @ Right k .:,:1! q..e9rKY:S iFot.7K1.tNiettiSWiatd•_MIRYL e. DIP..C.tRG Ir$ 111 1 M7L104 017ITYT TJie! i3it311 &f5 IIY:i,"•13:1TATIT :13 7.11∎ - F.-:ITt.7A249R:]11,11. Se,a11,...o 22.08 6.90 22.08 4.00 5.00 6.00 97.03 97.03 97.03 0.00 -27.60 -27.60 114.85 114.85 114.85 -27.60 -27.60 0.00 114.85 114.85 114.85 Bending OK Bending OK Bending OK 11.04 13.80 16.56 16.56 13.80 11.04 Reactions & Deflections jrr. •. ",'" ,.... ...• W}Cf'.U1,71'I.Y•".•13! lY .iT;,,,'"'". DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in © X = ft Inertia : Effective in4 <4]1131'AlW,4G,.. 20'0 0.00M{YirygQ2T,,,W3TLC06 tAl 4. 1..t 5.' L+. WC:....{. Tnl yly..0.1%.I.1.4.2C11.4,,,A.`,- 111%1 1WW -- I,TMiY.iQiDt?TY .. ' insr RT(16114 4.00 11.00 11.00 3.20 8.80 8.80 7.20 19.80 19.80 11.00 11.00 4.00 8.80 8.80 3.20 19.80 19.80 7.20 • -0.002 -0.000 -0.002 4.47 5.00 5.53 27,648.00 27,648.00 27,648.00 • Overnight Express Exeltech Consulting No. 0436 -002 Rev: 510300 User: KW 0603188, Ver 5.1.1 22- Jun -1009. Win32 (c)1003.09 ENERCALC Description General Information Fy f'c Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing © .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right Grade Beam at shoring wall 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : .1 - 74 , •NTv T2'. Na.'r r. t"R' lN W . , MI ahy{ C: V; 1(!P 2' L. 51APi: xrli3Rf:. tR[ ?tt/IX,4 t <1.'445.f.'irf?f Y:3' :1a7Alttl.1 'INtF: Y.LT%' r ; 431( Sa• nitr,.RQP."'re'V4 Multi -Span Concrete Beam Date: 3:29PM, 9 FEB 05 •, , ,•4R L /..•N ; n.tr1T,5T: K Mto ?TIdfiYR ,7.`: V•Pa4 IX11.!,1UY'3':•;1!TPT:C!N_a \' - N041Y..AW.A4^DY'.?3:urn 11hY'vrr.P1n. H! tll._e Yf•KI VT'AM.r/q^!1:4;rrr14`y Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Job # Page 1 c:lecloverni.ht ex.ress.ecw:Calculations 1.40 1.70 litnne FtIMirlLL3RYJti,1.51Ks..4 •tordneWal.- .,fn2DSDiC. 1131511151 :1WYDL.W. ,S4:1W2111Mtar M `i e:AI LISY, flatirrsOIMGNNCvlSir24.ROCtlNLSVY :RWSR:1EM4:9RC1Pe.`UN z IH w ce J U O 0 W O MI J H W O L Q . I F... Z = iF- F- O Z F-- U� O N o F- ur u i u' O .• Z W U = O~ z Overnight Express Exeltech Consulting No. 0436 -002 L Rev: 510300 User. KW0003188, Vor 5.1.3, 22•Jun•1009, Win32 (e) 1983.90 ENERCAIC Description Query Values Location Moment Shear Deflection Grade Beam at shoring wall ft 0.00 k -ft 0.0 k 11.0 In 0.0000 0.00 0.00 -27.6 -27.6 13.8 16.6 0.0000 0.0000 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Date: 3 :29PM, Job # 9 FEB 0 . 5 , Ca 'ejrJZ. c:lecloverni • ht ex • 7 1.,•e tS,�..tl q: . !?'tfY , \"Fi !t.1* '!'t:1. 1151.A.1.1, T'• N4P1'•' r` CLl •:.'.,.111i.71R^.M,+Y.f+ir�..kJ 11-'. Y✓ S. t' h�. itP '•:/A`+NViIK'#.T1.l.if•i:+'�Y!f 'iM 1+. i11y+ T! 'A'7:Sl.Vir- .3•t* <ilfPeetl.Tur4 Page 2 ress.ecw: Calculations .. �, .-ma•c;,;:;n fpm+.•i , •.cy....17 ',:' A.+' I •$ I. � t: 1 'r49;suM.19.m>n:rq.. •;r ,F4r.u,\;,-n•r{K X59!✓!'.! /, ^il.•I t51Y.?:Y 1 11:•!h'K r r•cys«� tn\rarr.s!r, tac.lt•�rn::r'r4y :[I iJ z 4 1� w • c 00 � W I N W O LL co d = W H Z. Z � H O Zt— w 0 O — 0 W W • U O li W U =' O F- z 1 i e x e i t e c h Project U \ /E 14 i �1 � — " tYP Subject Checker: 1, gL C-CI MP-) • Date: C I...■ t C ° X"1 t ( E.. C (--?1-1K .. Engineer: pvk Date: 3 / [7 /0 S z ) . zC I o. L,L) Z' .2 (V-,AT Project II 0 +3 L, vC.D Page z re II W i O 0 W H W 0 2 L Q • D = I_ W Z = I- 0 Z I- W 0 0— 0 I-- I I- H Cu z co o . z Concrete Member Information > .e"I;.r'1-<.a ,, (:'Yr '::^ r:.e;PY. FI: IaO'! r. vF; rr... rrL v��: s• l:: t+• i. tvrr( 4E-} Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth L1. 1f4Yt4i• aW.( LY !1.5.- fi't'(T ;7n1111 •irH. 4SI C1 - 4'•.`+ 1..1 a. ?• Amt.• Y. 7 eft .'YVaep.,, F...- CYkJr: f, { iYfF! 4F*' tr: l'l7 % 1- End Span middle span end span 10.00 10.00 10.00 24.00 24.00 24.00 24.00 24.00 24.00 Pin - Pin Pin - Pin Pin - Pin 1.32in2 1.32in2 1.32in2 17.00in 17.00in 17.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in Loads '',C1:11, rt11 "0.141 ,. .Y'.'•lt!i1'&.W IC.72GV3YG •. i• it :rJ_FAS.V.11 ^X11. } RiL �lUYL, Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL k LL k @ X ft .RVIV"R1TX3^=0113S 14 BRA *.' ARYL :9 Y,VIDPIMIL'1iratta1 ?ins! .: n:, l', 1 ?Tlr.' NAY+ Vol• Yes Yes Yes 1.000 1.000 1.000 0.800 0.800 0.800 2.570 6.430 2.000 0.000 0.000 Results Beam OK Beam OK Beam OK '[. t vr...RYS.'( t1t LRIRS7.,S ..lfiJ0.77MAC:,.X< SST. af:[ a4YTTJ t) /'Si3,11=e.'9.7,105113CMA Mmax © Cntr k -ft @X= ft Mn ' Phi k -ft Max @ Left End k -ft Mn • Phi k -ft Max © Right End k -ft Mn * Phi k -ft Shear © Left k Shear @ Right k 7:71MMIV II271,1TiSRT..1250.^S 1f.- ISYfSfL.3 1T!•.1".' ..MC\ _ .. T 'T. .1.14. . at, at .tvn41O. 38.95 4.27 22.83 2.67 5.33 5.93 97.03 97.03 97.03 0.00 -35.04 -25.74 114.85 114.85 114.85 -35.04 -25.74 0.00 114.85 114.85 114.85 Bending OK Bending OK Bending OK 21.92 14.73 16.37 20.21 12.87 11.23 Reactions & Deflections ;. 1511.•3MR. TT1A:-4!Y} 1•: i i).1 YSS'f et J4'VKWSti/.. R 417.:.0L11,,,0,14 litre ka IV ISCA)% DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in © X = ft Inertia : Effective in4 V' IrM561416'1(:133L4.1.2115,36413, iM12PY ^T.,17. . ditlAi AR t11.171,F"!,/31 N[ITY9Y.. Jell: 11: i1`.: V...1 t. AMINIATIntoi'•2 ?J.Y,/i!'Ftaq 5.92 11.81 10.80 8.01 10.83 8.31 13.94 22.64 19.11 11.81 10.80 4.03 10.83 8.31 3.28 22.64 19.11 7,32 -0.004 0.000 -0.003 4.27 2.00 5.47 27,648.00 27,648.00 27,648.00 Shear Stirrups _ ... '&WAVY Wa.r tAl i1J, ibY lfi{1QSnl111211.11mJairriMXh4i 11111).. 1..i11'3.R671.4WriYUYil:9SliCii /SICK fY. 4.14.:tiiHS'Y.'4 P .r ...•. .• .•••. .." .: _!. e.... ••.. •.. . -._ '. '.... '.,. ... ... �.. ! ." 19 Overnight Express (revised) 0436 -002 L Rev: 510300 User: K•0603188, Ver5.1.3, 22•Jun -1009, Win32 CO 1053.00 ENERCALC Description Grade Beam at shoring wall with metal building column 1C :•Ri?'><'•.4'1'M+FWtSP�.TA'+R A(•YaJ••,:� iYI `+i-:rnypn5" 7,V 1 1" 114 m:r. �wwt•nr�an: ri General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements ♦rnv r-1 are «.'.. sva;wl e+,tiu�1>ra++ x .r.+vc. ,.y..•rfiw'; GiWP,•+•lv TT•.( W1,1 UaFXDn +• Fy fc 60,000.0 psi 3,000.0 psi Stirrup Rebar Area Spacing @ Left Spacing © .2 *L Spacing @ ,4'L Spacing © .6'L Spacing © .8 *L Spacing @ Right in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 4:04PM, 18 MAR 05 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Page 1 c: \ec \overni hchtt express.ecw:Calculations rn:ii`alrtiwaru,a» 9 ;y 1.40 1.70 Overnight Express (revised) 0436 -002 Query Values Location Moment Shear Deflection ft 0.00 k -ft -0.0 k 21.9 in 0.0000 0.00 0.00 -35.0 -25.7 14.7 16.4 0.0000 0.0000 Title : Dsgnr: Description : Scope : Rev: 519300 User. K•0503188, Vcr 5.1.3, 22•Jun•1900, Win32 (c) 1083 -00 ENERCALC c:lecloverni. ht ex. ress.ecw:Calculations Multi -Span Concrete Beam Description Grade Beam at shoring wall with metal building column Job # Date: 4:04PM, 18 MAR 05 Page 2 .. t,a; , 'r*:ay.•��Qw.p. o1rs1:Yn•: nr vtO $C . T .. ;:e: v.:r w..�.,: +.r..:�i Y. Ggpvisr 7'; , .r�f��� L N o r-:_. aA F4-4C 1.8"ft ;1;11;f1 ffi ffi;∎ ifi l l11;fi111;;1►1i1.;;;;;;; 1.8"ft 9.00k - v DL Reaction = 5.924 k LL Reaction = 8.014 k Total Reaction = 13.939 k 10.00 ft Mu:Max = 38.95 k -ft at 2.66 ft from left Dmax = - 0.0041 in at 4.26 ft from left Mu:max @ right = -35.03 k -ft DL Reaction = 11.810 k LL Reaction = 10.826 k Total Reaction = 22.636 k IS 4 .44,1N44+:,e4,44ru.wu OVERNIGHT EXPRESS 11231 East Marginal Way South Tukwila, Washington Revised Structural Calculations For the Office Addition and Excavation Shoring Along the Adjusted Property Line Client: PKJB Architectural Group, P.S. Contact: Gregg Percich, AIA Engineer: Exeltech Consulting, Inc. Contact: Philip Van Heyningen, P.E. Larry A. Harris, S.E. Job No.: 0436 -002 March 17, 2005 EXPIRES 07 -19- 05 CM' OF A APR 2 5 2005 PERMIT CENTER 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623 -9646 fax (206) 623 -9658 41,114‘14:4Z44 ' z =z re w 6 J U 00 U U J • = 1 - ' • LL. W 2 L Q I Ili z � ' F-o ZI-- w 0 C O — O I— w � U 11 0 Z w U = O Z Overnight Express - Property Line Revisions Synopsis Seattle City Light was granted an easement along the eastern edge of the property following the submittal for the original construction permit. The east wall of the new office building also shifted to the west. The roof shape is now too narrow and long to allow the south portion to "rotate" around the interior shear walls. A steel moment frame at the south elevation of the office portion has been added to resolve the lateral design loads in the east -west direction. An additional required feature for the new easement is that provision for excavation for the installation of the installation of Seattle City Light's utilities to occur at any unspecified time in the future. A shoring wall system that will provide bearing for the existing and new building addition is included with this submittal. The proposed shoring system will allow excavation down to 8' -0" below finished grade without affecting either of the buildings foundations. a:1 +',, w • �. 4.. d.'is +b��.. "i.+a:,".' «:,;utvi�y �ik /4;44 i.)iA. i�rl::u 4r44 SUPPORTS: AVtycrhacuccr [Swims TJ- Bearn® 6.16 Serial Number: 7004114695 User: 2 3/14/200511:28:16 AM Page 1 Engine Version: 1.16.5 Member Slope: 0P12 Roof Slope012 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Typical Roof Joist 11 7/8" TJ I®110 @ 24" o/c 19' All dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Fl Product Diagram is Conceptual. Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Timberstrand LSL 3.50" Hanger 475 / 285 / 0 / 760 N/A N/A N/A H6: Top Mount None Beam Hanger 2 Timberstrand LSL 3.50" Hanger 475 / 285 / 0 / 760 N/A N/A N/A H6: Top Mount None Beam Hanger -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Flanges Offset Slope Wood • Species 1 H6: Top Mount NONE 0/12 0 N/A N/A N/A N/A Hanger FOUND 2 H6: Top Mount NONE 0/12 0 N/A N/A N/A N/A Hanger FOUND PROJECT INFORMATION: Overnight Express Property Line Revised 0436 -002 Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam° and TimberStrand° are registered trademarks of True Joist. e -I Joiat ° ,Pro"' and TJ -Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Phillip Van Heyhingen Exeltech Consulting, Inc. 615 2nd Avenu &, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z Z CC 1. J 00 N uu = N LL W O u-¢ I z � I— O Z I/1 u j :E • o U O — 0 E- w u.l 1� 11 0 ..Z w U= o � Z WIN A VLEycrhacuacr BnilfCM TJ-Beam® 6.16 Serial Number: 7004114695 User: 2 3/14/2005 11:28:16 AM DESIGN CONTROLS: Maximum Design Control 737 737 3392 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) ett. Typical Roof Joist PROJECT INFORMATION: Overnight Express Property Line Revised 0436 -002 Copyright ° 2004 by True Joist, a Weyerhaeuser Business TJI',TJ -Beams and TimberStrands are registered trademarks of Trus Joist. e -I Joist",Pro' and TJ -Pro"' are trademarks of True Joist. 11 7/8" TJ I®110 @ 24" o/c Page2 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -737 1794 737 1553 3392 3467 0.582 0.614 0.931 0.921 Control Passed (41%) Passed (47 %) Passed (98 %) Passed (L/380) Passed (L/237) Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 philiip @xltech.com - c:i�r,,:a<:x•,N:i'..'.r)ls.w• �.t�Fv".'«r%z/s�.�ki.riy �� it:t:.w,ru".a�iau��%?.kin 1: #.4+.,.1.:�S.,e�..".J.0 tq'wdapfiL:A.y.i+a• ,A 1 ,..u. '! z j-Z c w 6 U O 60 C J = H w u_ 4 (JD 7.) = W z I- 0 w ~ 0 0- O W u j Hr- u' O . .z w = O F- z AV(kycrl,acuccr Ekuincm TJ•Beam® 6.16 Serial Number: 7004114695 User: 2 3/14/2005 11:28:16 AM Page3 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 5.00" " Max. Vertical Reaction Total (lbs) 760 760 Max. Vertical Reaction Live (lbs) 475 475 Selected Hearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 30 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 276 -276 Max Shear (lbs) 276 -276 Member Reaction (lbs) 276 276 Support Reaction (lbs) 285 285 Moment (Ft -Lbs) 1272 Typical Roof Joist 11 7/8" TJI® 110 @ 24" o/c Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 737 -737 Max Shear (lbs) 737 -737 Member Reaction (lbs) 737 737 Support Reaction (lbs) 760 760 Moment (Ft -Lbs) 3392 Live Deflection (in) 0.582 Total Deflection (in) 0.931 PROJECT INFORMATION: OPERATOR INFORMATION: Overnight Express Property Line Revised Phillip Van Heyningen 0436 -002 Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com Copyright c' 2004 by Trus Joist, a Weyerhaeuser Business TJIe,TJ -Beam° and TimberStrandm are registered trademarks of Trus Joist. e -I Joist'",Pro" and TJ -Pro' are trademarks of Trus Joist. Project O\ 2 J N1jHci xT et Engineer: ? VL Date: •1//' Subject e x e I t e c h '�� eos� r �,► tit, 4 - l9 8 S� Checker: Date: ski i vrEg.. Project II O 42G C�0 Page r...a',Mfi1r. �, o4 L 1., .ok �.v,:uGi.:4. . " IJ. i .i:LfRti:lf.Yr.J..'wtrr.>'. ;•+G w.ts�.Lw.:4 a co "�v.J«�.4•w.r"+'.r..x ....» ...., —,. A V(lycrliacuscr Business TJ•Bearr49 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:18:00 PM Page 1 Engine Version: 1.16.5 Member Slope: O42 Roof Slope012 SUPPORTS: 1 Steel column 2 Steel column All dimensions are horizontal. Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by True Joist, a Weyerhaeuser Busine Parallamm is a registered trademark of Trus Joist. Beam 1 at south end 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 20' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Tapered(plf) Snow(1.15) 193.0 To 244.0 116.0 To 146.0 0 To 23' Vertical Reactions (Ibs) Detail Other Live /Dead /Uplift/Total 2213 / 1499 / 0 / 3712 L5 None 3228 / 2192 / 0 / 5420 L5 None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) -4066 -3585 13861 Passed (26 %) Moment (Ft -Lbs) 18166 18166 34332 Passed (53 %) Live Load Defl (in) 0.537 0.656 Passed (L/440) Total Load Defl (in) 0.891 0.984 Passed (L/265) S Overall Dimension: 23' El 4 3' i Product Diagram is Conceptual. Application Comment Adds To Location Rt. end Span 1 under Snow loading MID Span 1 under Snow ALTERNATE MID Span 1 under Snow ALTERNATE MID Span 1 under Snow ALTERNATE - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. - Design assumes adequate continuous lateral support of the compression edge. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com span loading span loading span loading Proper 1 . It = z ua re 2 J U 00 WI 0 U- J u- Q Y d �W It F- 1— O It U � O-- ci F- wW H� ;a, z U= O �" z Ti lt/ Beam 1 at south end A VI4.ycrhacucer Businms TJ•13earne 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:18:00 PM 5 1/4" x 11 7/8" 2.0E Parallam® PSL Paget EngineVerslon:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - Excessive upward deflection on cantilever Operator Notes: 20' - 0" span, 3' - 0" cantilever PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by True Joist, a Weyerhaeuser Business Parallam° is a registered trademark of True Joist. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com A VIFycrhacuscr fusincu TJ -Beam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:18:00 PM Beam 1 at south end 5 1/4" x 11 7/8" 2.0E Parallam® PSL Page3 EngineVersion:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 19' 8.25" A 3' 1.75" Max. Vertical Reaction Total (lbs) 3712 5420 Max. Vertical Reaction Live (lbs) 2213 3228 Required Bearing Length in 1.50(S) 1.50(S) Max. Unbraced Length (in) 263 263 263 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 1312 -1453 350 1475 -1647 546 1475 2192 1499 2192 7253 -862 N/A Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 3222 -3585 870 3621 -4066 1355 3621 5420 3680 5420 17849 -2140 N/A 0.518 -0.240 0.873 -0.405 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Paranam* is a registered trademark of Trus Joist. 3254 -3553 610 3653 -4033 950 3653 4983 3712 4983 18166 -1501 0 0.537 -0.258 0.891 -0.422 2234 -2552 870 2515 -2889 1355 2515 4243 2554 4243 12238 -2140 N/A 0.240 -0.103 0.595 -0.267 OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z `~ W oc - J 00 N W I F- U) LL W 0 LL Q d =W 1- _ Z �.. F-O Z h- uj UC) O N 0 H = W H tl. 0 •• Z W UZ O ~ . Z A V tycrhacuscr &uincm / .4: ;14 TJ•Beam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:42:40 PM Pagel Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof SlopeOtI2 SUPPORTS: 1 Steel column 2 Steel column d All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Tapered(plf) Snow(1.15) 136.0 To 193.0 82.0 To 116.0 0 To 22' Adds To Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" Shear (Ibs) -3516 Moment (Ft -Lbs) 18182 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB -3124 18182 0.633 1.082 Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Parallam is a registered trademark of Trus Joist. Pt \2004 \0436 - Overnight Express \03 - Design \Beaml.ems Beam 2 at middle 5 1/4" x 11 7/8" 2.0E Parallam® PSL Vertical Reactions (Ibs) Live /Dead /Uplift/Total 1887 / 1350 /0 /3237 2099 / 1477 / 0 / 3576 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 DESIGN CONTROLS: Maximum Design Control Control 13861 34332 0.722 1.083 2 2' Passed (23%) Passed (53 %) Passed (L/411) Passed (L/240) Detail Other L5 None L5 None Comment A Product Diagram is Conceptual. Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U360,TL:L /240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com Beam 2 at middle A\XEycrhacuscr Business TJ•Bearne 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:42:40 PM Page2 EngineVersion:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: 22' span PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Parallama is a registered trademark of Trus Joist. P:\2004\0436-Overnight Express \03 - Design \Beaml.sms 5 1/4" x 11 7/8" 2.0E Parallam® PSL OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com w J U O 0 co J 1 = - w W O 2 �Q co = a }- z = � zI- U � O — W W u- O w z U= ~ O~ z 4 / 4 i ;r 41;,at, A'$ ycrlsacuscr /Business TJ•Beam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:42:40 PM Page3 EngineVersion:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 21' Max. Vertical Reaction Total (lbs) 3237 Max. Vertical Reaction Live (lbs) 1887 Required Bearing Length in 1.50(S) Max. Unbraced Length (in) 263 Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB = 0.90 , 1.0 Dead 1206 1332 1332 1350 Copyright 0 2004 by True Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. 1 Express \03 - Design \Beaml.sms Beam 2 at middle 5 1/4" x 11 7/8" 2.0E Parallam® PSL 7544 8.00" 3576 2099 1.50(S) -1292 -1452 1452 1477 1.15 , 1.0 Dead + 1.0 Floor 2895 -3124 3193 -3516 3193 3516 3237 3576 18182 0.633 1.082 + 1.0 Snow OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com A\ ycrhacuscrISwinces TJ- Bearna 6.16 Serial Number 7004114695 User: 2 311512005 2:44:33 PM Page 1 Engine Version: 1.16.5 Member Slope: 0I2 Roof Slope01'12 All dimensions are horizontal. SUPPORTS: 1 Steel column 2 Steel column DESIGN CONTROLS: Maximum Shear (Ibs) -2528 Moment (Ft -Lbs) 12802 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright G 2004 by Trus Joist, a Weyerhaeuser Business Parallamm is a registered trademark of True Joist. P3\2004 \0436 - Overnight Express \03 - Design \Beaml.sms Beam 3 at narrow end 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Input Bearing Width Length 3.50" 1.50" 3.50" 1.50" -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 Design Control -2231 13861 12802 34332 0.433 0.723 0.762 1.084 22 LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8" Primary Load Group - Snow (psf): 25.0 Live at 115 °/D duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Tapered(plf) Snow(1.15) 78.0 To 136.0 47.0 To 82.0 0 To 22' Vertical Reactions (Ibs) Live /Dead /U pl ift/Total 1253 / 969 / 0 / 2222 1484/1128/0/2613 Control Passed (16 %) Passed (37 %) Passed (L /600) Passed (L/341) Product Diagram is Conceptual. Application Comment Adds To Detail Other L5 None L5 None Over all Dimension: 23' it' 1 Location Rt. end Span 1 under Snow loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:0.200 "). - Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The Toad conditions considered in this design analysis include alternate member pattern loading. - Design assumes adequate continuous lateral support of the compression edge. OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z � a , w -J U 00 CO CO 0 = .1 0 ) 1 1 w �Q 2 �.w z I— O it I— ON o ff w uj 0 UL Iii Z U = O z • 1 I A Wcycrhacuscr Business TJ•Beam® 6.16 Serial Number: 7004114695 User: 2 3/15/2005 2:44:33 PM PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Copyright ° 2004 by True Joist, a Weyerhaeuser Business Parallam° is a registered trademark of True Joist. P; \2004 \0436- Overnight Expreee \03- Design \Beaml.ams Beam 3 at narrow end 5 1/4" x 11 7/8" 2.0E Parailam® PSL Paget Engine Version:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: 22' span OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com ef4 � A \\Eycrhac`Lwr Basimm TJ -Beam® 6.16 Serial Number: 7004114695 User: 2 311512005 2:44:33 PM Page 3 Engine Version: 1.16.5 Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in 1. Max. Unbraced Length (in) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member. Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on odd # Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft - Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Beam 3 at narrow end 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED P1\2004\0436-Overnight Express \03 - Design \Beaml.ems 21' 2222 1253 50(S) 263 LDF = 0.90 , 870 956 956 969 1.15 , 1.0 Dead 1999 2194 2194 2222 spans, LDF 2000 2194 2194 2222 # spans, LDF 1434 1575 1575 1592 Copyright 0 2004 by True Joist, a Weyerhaeuser Business Parallamm is a registered trademark of Trus Joist. 8.25" 2613 1484 1.50(S) 263 263 1.0 Dead -957 0 -1083 46 1128 1128 5522 -20 0 1' 1.75" + 1.0 Floor + 1.0 -2231 0 -2528 85 2613 2613 12798 -33 0 0.433 -0.072 0.762 -0.126 = 1.15 , 1.0 -2231 0 -2528 65 2593 2593 12802 -27 0.433 0.762 0 -0.072 -0.127 = 1.15 , 1.0 Dead -1595 0 -1806 85 1890 1890 9157 - 33 0 0.216 -0.036 0.545 -0.090 Snow Dead + 1.0 Floor + 1.0 Snow + 1.0 Floor + 1.0 Snow OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Avenue, Suite 660 Seattle, WA 98104 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com '. 1 U. S.tou�s.L.'•,.1:l�fiSw.:r„rw�.i u;.Jt. e:.;,'3;iw .S.igq:} ti.'nLldit.r,i.w.a4Gvy++. e x e l t e c 41-9 p) (L,,t 61 'PIP(L ( Project O N /r'>F'Z.N 1 L)4C t >C5 a Subject 1-116) -\ 1 ■7 1N INL @ f 2 Date: `v -49PLF WIN @ H-1( /4 \ EN1� (1 1 ) C 1 l.S PS12) PAC E C� c.D 1 -- 44' (a Engineer: ? vA Date: 2 )// I ( Checker: Project 41 CU 4MG e J G . Page �- G.- 159 (I,J) If =0.159(85 /c) PL2 t?Li pug.4► 1621 z w 6 00 CO 0 J = U) LL w 0 Q co F Z = �— 0 Z f—. U � O N D 1— w U Lo w U =. 0 z Project 2. 74. PLt=( 1,5' )2(73 • e x e i t e c • C : Subject -_-�► 20 4 !� • 4 Engineer: 2 )/ J 1 C Checker: Date: Sg PLF • • .,.� .. .- . .....•- • Project 4! C-) G "_ Page ASSEMBLY DESCRIPTION MAXIMUM HEIGHT /LENGTH RATIO h/w FASTENER SPACING AT PANEL EDGESb (Inches) MAXIMUM FRAMING SPACING (inches o.c.) 6 4 3 2 15 / 2 -inch structural 1 sheathing (4 -ply) plywood one side 2:1 1,065c — — — 24 7 / 16 -inch rated sheathing (OSB), one side 2:1 910C 1,410 1,735 1,910 24 7 /16 - inch rated sheathing (OSB), one side, oriented perpendicular to framing 2:1 1,020c — — — 24 7 /16 - inch rated sheathing (OSB), one side 4:1" — 1,025 1,425 1,825 24 0.018 -inch steel sheet, one side 2:1 485 — — — 24 0.027 -inch steel sheet, one side 4 :1 — 1,000 — — 24 . CONSTRUCTION MAXIMUM HEIGHT /LENGTH RATIO h/w ORIENTATION SCREW SPACING (inches) NOMINAL SHEAR VALUE (pif) Edge Field :h gypsum hoard th sides of wall; maximum 24 i o.c. 1 , 1 Gypsum board applied perpendicular to framing with strap blocking behind the horizontal joint and with solid blocking between the first two end studs 7 7 585 4 4 850 WAL I /2 - int on bo Studs inches 8. The design shear values for shear panels with differ- ent nominal shear values applied to the same side of a wall are not cumulative except as permitted in Tables 221 1.2(1), 2211.2(2) and 221 1.2(3). For walls with material applied to both faces of the same wall, the de- sign shear value of material of the same capacity is cu- mulative. Where the material nominal shear values are not equal, the design shear value shall be either two times the design shear value of the material with the smaller values or shall be taken as the value of the stronger side, whichever is greater. Summing shear values of dissimilar material applied to opposite faces or to the same wall line is not allowed unless permitted by Table 2211.2(1). 2211.2.2.1 Sheet steel sheathing. Steel sheets, attached to cold- formed steel framing, are permitted to resist hori- zontal forces produced by wind or seismic loads. 2003 INTERNATIONAL BUILDING CODE® 1. Steel sheets shall have a minimum base metal thickness as shown in Table 2211.2(1) or 221 1.2(3), and shall be of the following grades of structural quality steel: ASTM A653 SS Grade 33, ASTM A792 SS Grade 33 or ASTM A 875 SS Grade 33. 2. Nominal shear values, used to establish the allow- able shear value or design shear value, are given in Tables 2211.2(1) for wind loads and 2211.2(3) for seismic loads. 3. Steel sheets are permitted to be applied either paral- lel or perpendicular to framing. All edges of steel sheets shall be attached to framing members, strap blocking or shall be overlapped and attached to each other with screw spacing as required for edges. 4. Screws used to attach steel sheets shall be a mini- mum No. 8 modified truss head. TABLE 2211.2(1) NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD - FORMED STEEL STUDS TABLE 2211.2(2) NOMINAL SHEAR VALUES FOR WIND AND SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD- FORMED STEEL STUDS AND FACED WITH GYPSUM BOARD For SI: l inch = 25.4 mm, 1 pound per foot = 14.5939 N /m. Q. Nominal shear values shall be multiplied by the resistance factor (0 to determine design strength or divided by the safety factor-C2 to determine allowable shear . values as set forth in Section 221 1.2.1. b. Walls resisting seismic loads shall be subject to the limitations in Section 1617.6. STEEL For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N /m. a. Nominal shear values shall be multiplied by the resistance factor to determine design strength or divided by the safety factor D. to determi Il vIttle Ues as set forth in Section 2211.2.1. 2.5 . . 'i1- ALL GV " — TLC= = 2 ( 4, n , \ (P b. Screws shall be attached to intermediate supports at 12 inches on center unless otherwise shown. 2 J `f r 1 -{- e. Where fully blocked gypsum board is applied to the opposite side of this assembly, in accordance with Table 2211.2(2) with screw spacing at 7 inc es o.c. a ge and 7 inches o.c. field, these nominal values are permitted to be increased by 30 percent. d. Where aspect ratio (h /w) is greater that 2:1, the design shear shall be reduced as required by Section 2211.2.2, item 5. 441 1 1 1 1 1 WOOD FASTEN- ING SCHED CONVEN TIONAL CONST GLA GLA GYF PLE PL PI IN Sl E C S' F >sIt OSSMINESEMEEMSE. ?AgxP�7Ptafare ncrtr+r x,�r n+�w 134 PLF 6.: CJ.:.sa.';lia.w+ a ��i. ti: �i.:.. a... 4:.' ti. �o::. L(.`.' �Y++ ilL��Yl1.: 4:. rfiA: hl.lws4r'wi.1�w�4.fL/4Air's�'ai r+iL hSFb' `dN•"- S2.w.ki.i Project C \fE NI H-, Engineer: p V Date:' 1 17/ us Subject e x e i t e c h Mtn s 9 (? WALLS .. r 12 - cg `/.!. /a l:L e / per2_, ?G 11-N' (10:3 -7 5 '. 16 70 2,0.5 0 4,1_ (fit& c z 12' Checker: Date: 571cl GC A gooiz /r-terry.. 1S . = e ? / Yr(..7 CUSS/NG W'A (k . C Wit - wAiks) lE P f n/ 77 v &OLD CJL Project # 0 I'S e — UV Z Page - ri r _...... , ,J 01 ST'c GLAGS /AEtaM. S ORk..F - t-t _... 7 / e x e 1 t e c h /./ G x r2 Ca L7S Project C1 VE:e KA( Co KT Subject F AfrIrZ. @ ao � Date: s /2 (LB Checker: 7Z_i_..7 \4 1. c 1.4 • Engineer: V L Date: 3l (( /c -r 13' 2 .3 V Project # ( 43� _ G Page L Z Z w 6 J U O 0 W J = H w 0 2 � Q = • d t w t— 0 W W n U N D t-- W W �U W U = O ~ Z •:; . . . exeltech rf) kr) vJ 3 Project 0 v z Subject TC/1<rwE:- • w LJ tl-EvA\710, I . , . 1 : I j .._ . ,.. ; .......1 1 i . i ,,. i ! ■ ) ■ t I ! :f 1 t ; I ; 1 t • 1 I ; ' ... . _ ..... . , 1 , . . , . : I • ; ., . . - . i 1 : . . ...... , , _...,., ;,.......... : _ Engineer: Date: Checker: Date: ...mmoomMemms wravt:YONSME4.01.131711:11..,. • ... , L iIu , 0 , -- w. 1 ■ • • .1 ' Project It Page 0 Exeltech Consulting, Inc. Phillip 0436 -002 Moment Frame at Office Schematic View March 24, 2005 11:35 AM OE 2 Mom Frame.r3d 1 z i w � 2 J U . O 0 N O J = I-- • V. W 0 2 L Q w = d . I— W Z = H F— 0 Z F— w 2 o . U O N O F^ LLJ � U =O u z . U � OH z Exeltech Consulting, Inc. Phillip 0436-002 Loads: LC 1, drift Solution: LC 1, drift Reaction units are K and K-ft 0.6 -6K W10X22 ti 6.7 Moment Frame at Office Drift Analysis -6K T- , , — , , „. r. DFLA,RSEL- 3X12— cn a) X l 0, a) X a). 06 5.3 March 24, 2005 11:37 AM OE 2 Mom Frame.r3d Exeltech Consulting, Inc. Phillip 0436 -002 Solution: LC 2, factored • Member z Bending Moments (K -ft) Reaction units are K and K -ft 7.7 Moment Frame at Office Factored for Connection Design March 24, 2005 11:39 AM OE 2 Mom Frame.r3d : its.,. , h + lkn.: iiuw:. p..: �y1M.+✓• w. KK ..:w:yiuij..n'.+wv.: +.wLr�. a.uiri4t:..4$ N1 Reaction Reaction Fixed Include Shear Deformation Yes S150 N2 . 1 5 Fixed M2 Fixed 0.50% N3 Y 118 Fixed WOOD 2.34 N4 Reaction Reaction Fixed 296.631 50.392 S150 N5 Fixed M4 Fixed I N6 Story 1 COLUMN Fixed M1 N1 Allowable Stress Increase Factor (ASIF) N2 Include Shear Deformation Yes COLUMN 1 Yes . 1 5 10.66 M2 N2 0.50% N3 Y 118 1 COLUMN 1 I WOOD 2.34 M3 N4 1.2 N5 296.631 50.392 COLUMN 10.66 M4 N5 I N6 COLUMN I 2.34 M5 N2 N5 BEAM I I 19.34 M6 N3 I N6 1 WOOD 1 BenPIN BenPIN 19.34 Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y COLUMN HSS6X4X5 TUBE 1 5.257 1.2 1.2 13.135 24.785 28.382 _...1 BEAM W10X22 BEAM 6.49 1.2 1.2 11.4 118 .24 WOOD DFLARSEL_3X12 W1 28.125 1 1.2 1.2 14.648 296.631 50.392 BEAM 29000 11154 .3 .65 .49 50 TUBE 29000 11154 .3 .65 .49 46 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Global Materials (General) Material Label Sections Section Label Joint Coordinates Joint Label N1 N2 N3 N4 N5 N6 N7 0 0 19.34.. 19.34 19.34 0 0 10.66 13 10.66 13 13 0 0 0 0 0 0 0 0 0 0 0 Boundary Conditions Joint Label Member Data Member Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density ( ) ( ) Rati (per 10 ^5 F (K/ft 3) Database Shane Ksi X Translation (K/in) X Coordinate (Ft) Material Label Y Translation (K/in) Moment Frame at Office Ksi Area In ^2 Y Coordinate (Ft) Z Translation (K/in) X -Axis Section 1 Joint J Joint K Joint Rotate Set (decrees) SA(yy) SA(zz) Z Coordinate (Ft) MX Rotation (K- ft/rad) End Releases I -End J -End x x x x RISA -3D Version 4.1 [P:\2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] 1 y -y t.,nn A March 24, 2005 11:45 AM Checked By: I z -z Joint Temperature MY Rotation (K- ft/radl (F) Yield Stress J (Torsion) T/C A MZ Rotation (K_ft /rarll End Offsets Inactive Member I -End J -End Code Length In In (Ft) Page 1 eto M1 COLUMN 10.66 -1 0 0 1. 1. -1 -1 0 0 UNIFORMZ M2 COLUMN 2.34 0 0 2 factored 1 1. 1. 2 2.5 M3 COLUMN 10.66 1. 1. I M4 COLUMN 2.34 1. 1. M5 BEAM I 19.34 1. 1. M6 WOOD 19.34 1 1. 1. UNIFORMX X -1 -1 0 0 UNIFORMY Y -1 -1 0 0 UNIFORMZ Z -1 -1 0 0 N3 L Y -6 N6 L Y -6 1 1 drift 1 1 1 2 1 2 factored 1 1 1 2 2.5 Company : Exeltech Consulting, Inc. Designer ; Phillip Job Number : 0436 -002 Steel Design / NDS Parameters Member Label Wood Material Parameters Wood Set NDS Species Label Database Fb Ksi' W1 DFLARSEL_3X12 1.5 Distributed Load Patterns BLC No. Pattern Label Section Set Basic Load Case Data Moving Loads Basic Load Case Description Tag Pattern Label Direction Length Ft Category Code Moment Frame at Office Lb y -y let (Ft) Ft Ksi 1 Start Magnitude K/ft . F Increment Both 1st Joint Ft Ways? 6th Joint Fv Ksi .095 Lb z -z let (Ft1 Category Description Fc Ksi 1.7 End Magnitude (K/ft, F) Member Distributed Loads, Category : None, BLC 2 : lateral 2nd Joint 7th Joint E Ksi 1900 Start Location (Ft or %) Gravity X Y Z Member Label I Joint J Joint Load Pattern Label M6 N3 N6 UNIFORMX .06 3rd Joint 8th Joint 4th Joint 9th Joint March 24, 2005 11:45 AM Checked By: L_comp le_bend K y -y K z -z CH Cm z -z B (U Cm y -y Cb Pattern Multiplier End Location /C4 nr 0 %\ 5th Joint 10th Joint Sway y z Therm Weight Poisson's Coef. Density Cm Cr E mod Ratio 10 ^5 F (K/ft^3) 1 .3 .3 .035 Load Type Totals Nodal Point Dist. Surf. 2 1 2 gravity lateral None None 1 No Data to Print ... Joint Loads /Enforced Displacements, Category : None, BLC 1 : gravity Joint Label [L]oad or Direction Magnitude Displacement (K. K -ft. In, rad Load Combinations Num Description Env WS PD SRSS CD r te rturNttm, Y...#. BLC Factor BLC Factor BLC RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Factor BLC Page 2 ' o RftRTC'M0!6aientr4rt"..7AW'Tt i.A.!w.M W +?..s.y Wter.,, e rax : �C:»3t::Lt:'trJ�w+.w....+...�_ Factor z w J 00 ND co LU J H U) w w 0 � Q = • d � z = 1— O z t` U � O N O I— w w u' O .. z W 0 z N1 0.000 0.000 0.000 0.000 0.000 0.014 N2 -1.422 -0.006 0.000 0.000 0.000 0.002 N3 -1.505 -0.008 0.000 0.000 0.000 0.003 N4 0.000 0.000 0.000 0.000 0.000 0.014 N5 -1.422 -0.004 0.000 I 0.000 0.000 0.002 N6 -1.505 -0.005 0.000 0.000 0.000 0.003 N7 0.000 0.000 0.000 0.000 0.000 0.000 N1 1.45 7.728 NC 0.000 0.000 ,•- -2.143 N4 1.45 4.272 NC 0.000 0.000 -2.143 Reaction Totals : 2.901 12 0.000 -1.45 M1 1 7.728 -1.45 0 0 0 -2.143 2 7.728 -1.45 0 0 0 1.722 3 7.728 -1.45 0 0 0 5.588 4 7.728 -1.45 0 0 0 9.453 5 7.728 -1.45 0 0 0 13.319 M2 : 1 6 -1.45 0 0. 0 -3.394 2 6 -1.45 0 0 0 -2.546 3 6 -1.45 0 0 0 -1.697 4 6 -1.45 0 0 0 -0.849 5 6 -1.45 0 0 0 0 M3 1 4.272 -1.45 0 0 0 -2.143 2 4.272 -1.45 0 0 0 1.722 3 4.272 -1.45 0 0 0 5.588 4 4.272 -1.45 0 0 0 9.453 5 4.272 -1.45 0 0 0 13.319 M4 1 6 -1.45 0 0 0 -3.394 2 6 -1.45 0 0 0 -2.546 3 6 -1.45 0 0 0 -1.697 4 6 -1.45 0 0 0 -0.849 5 6 -1.45 0 0 0 0 M5 1 0 1.728 0 0 0 I 16.713 2 0 1.728 0 __ 0 0 8.357 3 0 1.728 0 0 0 0 4 0 1.728 0 0 0 -8.357 5 0 1.728 0 0 0 - 16.713 M6 1 1.45 0 0 0 0 0 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Joint Displacements, LC 2 : factored Joint Label Joint Label X Translation U Reactions, LC 2 : factored X Force (K) Y Translation Y Force (K) Center of Gravity Coords (X,Y,Z) (Ft) : Story Drift, LC 2 : factored Story X Direction Number Joint Label Drift (In) 1 N6 -1.505 0.965 Member Section Forces, LC 2 : factored Member Label Section Axial Shear y -y Shear z -z K) (K Z Translation Z Force (K K X Rotation X Moment U 9.67 Y Direction % of Ht. Joint Label Drift % of Ht. (In) Torque /K_ftl RISA -3D Version 4.1 [P:\20044436- Cvernight Express \03 - Design \OE 2 Mom Frame.r3d] Y Rotation Y Moment /K_ff1 13 Moment y -y /K_ft1 March 24, 2005 11:45 AM Checked By: Z Rotation Z Moment / K_ftl 0.000 Z Direction Joint Label Drift % of Ht. (In) Moment z -z /K_ft1 Page 3 !g ar. +±�`,4 rn s�r*x �* n xrz�. r^ s : mr? ":� =v�� r,, >,,.„.,, 1 1.47 -0.499 0 3.113 -3.113 0 0 2 1.47 -0.499 0 -2.501 2.501 0 0 3 1.47 -0.499 0 -8.116 8.116 0 0 4 1.47 -0.499 0 - 13.731 13.731 0 0 5 1.47 -0.499 0 - 19.346 19.346 0 0 1 1.141 -0.499 0 4.93 -4.93 0 0 2 1.141 -0.499 0 3.698 -3.698 0 0 3 1.141 -0.499 0 2.465 -2.465 0 0 4 1.141 -0.499 0 1.233 -1.233 0 0 5 1.141 -0.499 0 0 0 0 0 1 0.813 -0.499 0 3.113 -3.113 I 0 0 2 0.813 -0.499 0 -2.501 2.501 0 0 3 0.813 -0.499 0 -8.116 8.116 0 0 4 0.813 -0.499 0 - 13.731 13.731 0 0 5 0.813 -0.499 0 - 19.346 19.346 I 0 0 1 1.141 -0.499 0 4.93 -4.93 0 0 2 1.141 -0.499 0 3.698 - 3.698 0 0 3. 1.141 -0.499 0 2.465 -2.465 0 0 4 1.141 -0.499 0 1.233 -1.233 0 0 5 1.141 -0.499 0 0 0 0 0 1 0 0.85 0 -8.643 8.643 0 0 2 0 0.85 0 -4.321 4.321 0 0 3 0 0.85 0 0 0 0 0 4 0 0.85 0 4.321 -4.321 0 0 5 0 0.85 0 8.643 -8.643 0 0 1 0.052 0 0 0 0 0 0 2 0.026 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 -0.026 0 0 ' 0 0 0 0 5 -0.052 0 0 0 0 0 0 2 I 0.725 0 0 0 I 0 0 3 I 0 0 0 0 NC 0 0 4 I -0.725 0 0 0 -0.005 0 0 5 I -1.45 0 0 0 0 0 0 M1 1 0 0 0 0 NC NC 2 -0.002 0.466 0 0 1161.723 NC 3 -0.003 0.902 0 0 670.374 NC 4 -0.005 1.243 0 0 726.34 NC 5 -0.006 1.422 0 0 NC NC M2 I 1 -0.006 1.422 0 0 NC NC 2 -0.007 1.44 0 0 1548.757 NC 3 -0.007 1.461 0 0 732.094 NC 4 -0.007 1.482 0 0 468.178 NC 5 -0.008 1.505 0 0 341.205 NC M3 1 0 0 0 0 NC NC 2 -0.001 0.466 0 _ 0 1161.723 NC Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Member Section Forces, LC 2 : factored, (continued) Member Label Section Axial Member Stresses, LC 2 : factored Member Label Section Axial M1 M2 M3 M M5 Ksi K Member Deflections, LC 2 : factored Member Label Section x- Translation y- Translation In Shear y -y (Ksi) Shear y -y (K) In Shear z -z (K1 z- Translation In RISA -3D Version 4.1 [P:\2004\0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Torque (K -ft 1 March 24, 2005 11:45 AM Checked By: Moment y -y -ft Moment Moment z -z Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) (Ksi) (Ksi) (Ksil (Ksil x- Rotation (n) L/y Ratio (n) Liz Ratio (radians) Page 4 1 0 0 No Warping Calculations... 2 0 0 NC 3 0 0 0 0 4 0 0 -0.004 5 0 0 -0.004 1 0 0 No Warping Calculations... 2 0 0 -0.004 3 0 0 1548.757 4 0 0 1.461 5 0 0 NC 1 0 0 No Warping Calculations... 2 0 0 3 0 0 0 4 0 0 M5 5 0 0 0 1 0 0 No Warping Calculations... 2 0 0 0 3 0 0 3 4 0 0 0 5 0 0 -1.422 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 0 0 0 0 0 0 4 0 0 0 0 0 0 5 0 0 0 0 0 0 1 2 0 0 0 0 No Warping Calculations... 3 0 0 5 4 0 0 0 5 0 0 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 - 002 Member Deflections, LC 2 : factored, (continued) Member Label Member Section Torsion, LC 2 : factored Member Label Section Torque M1 M2: M3 :M4:. . M5 M6 Section x- Translation y- Translation In K -ft Moment Frame at Office In z- Translation In March 24, 2005 11:45 AM Checked By: x- Rotation (n) Uy Ratio (n) Uz Ratio (radians) Torsion Shear y -y Warp Shear z -z Warp Shear z -Bot Warp Bend z -Top Warp Bend (Ksi) (Ksi) (Ksi) (Ksi) ( Ksi ) RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Page 5 Z w cc w2 JU 00 co o • tu J = F- U) LL, w 2 g a co = d w Z = H I- 0 z w w U � ON W u O .. w U= Z 3 -0.002 0.902 0 T 0 1 0 - 0 670.374 NC 4 -0.003 1.243 0 0 726.34 NC NC NC 5 -0.004 1.422 { M4 1 -0.004 1.422 0 0 NC NC 2 -0.004 1.44 0 0 1548.757 NC 3 -0.004 1.461 0 0 732.094 NC 4 -0.004 1.482 0 0 468.178 NC 5 -0.005 1.505 0 0 341.205 NC M5 1 -1.422 -0.006 0 0 NC NC 2 -1.422 0.044 0 0 4705.262 NC 3 -1.422 -0.005 0 0 NC NC 4 -1.422 -0.054 0 0 4705.262 NC 5 -1.422 -0.004 0 0 NC NC M6 1 -1.505 -0.008 0 0 NC NC 2 -1.505 -0.007 0 0 NC NC 3 -1.505 -0.006 0 0 NC NC 4 -1.505 -0.005 0 0 NC NC 5 -1.505 -0.005 0 0 NC NC Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 - 002 Member Deflections, LC 2 : factored, (continued) Member Label Member Section Torsion, LC 2 : factored Member Label Section Torque M1 M2: M3 :M4:. . M5 M6 Section x- Translation y- Translation In K -ft Moment Frame at Office In z- Translation In March 24, 2005 11:45 AM Checked By: x- Rotation (n) Uy Ratio (n) Uz Ratio (radians) Torsion Shear y -y Warp Shear z -z Warp Shear z -Bot Warp Bend z -Top Warp Bend (Ksi) (Ksi) (Ksi) (Ksi) ( Ksi ) RISA -3D Version 4.1 [P: \2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Page 5 Z w cc w2 JU 00 co o • tu J = F- U) LL, w 2 g a co = d w Z = H I- 0 z w w U � ON W u O .. w U= Z M1 0.69 10.66 0.027 0 y 17.925 27.6 30.36 30.36 H1-2 M2 0.204 0 0.027 0 y 26.315 27.6 30.36 30.36 H1-2 M3 0.667 10.66 0.027 0 y 17.925 27.6 30.36 30.36 H1 -2 M4 0.204 0 0.027 0 y 26.315 27.6 30.36 30.36 H1-2 M5 1 0.821 0 0.042 0 y I , 4.87 30 37.5 10.524 H1 -2 Company : Exeltech Consulting, Inc. Designer : Phillip Job Number : 0436 -002 Moment Frame at Office Member A/SC ASD 9th Code Checks, LC 2 : factored Member Label Code Chk Loc Shear Chk Loc Dir Fa (Ft) (Ft) (Ksi) M6 I Ft Ksi Fb y -y (Ksi) March 24, 2005 11:45 AM Checked By: Fb z -z Member NDS Code Checks, LC 2 : factored Member Label Code Chk Loc Shear Chk Loc Dir Fc' Ft' Fbl' Fb2' Fv' Eqn (Ft) (Ft) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) - Ie /d is greater than 50. - RISA -3D Version 4.1 [P:\2004 \0436- Overnight Express \03 - Design \OE 2 Mom Frame.r3d] Page 6 ti�:r.ax:.,i+daL',aaihdw.X!!A "'err '4.y'.i.4 .iLu:.<i.Gwrn.:or . a.:e r..u.rx...... ,.- .....�.t ... .. ASD Eqn. e x e l t e c h P i . /4 tt 1iy CZ) 3) .5 Tao .. _ Project Subject 1 @ C.P C1. C.. 7 2_ (13.1e' S. 117cAM"rlii-461 M rc"-Tc.z i:crthS —b ..F.1kr N V Engineer: Date: Checker: Date: - '7 S 51DE- 0 ?2r— Co/N.14-LE Q - - t - L � t J 776 �`'.p - z. 1 11/, u. Project 4I Page h1 RA-1.3 . \r"47—e_ CCV—Lt hn N Z • Z re U1 2 J U O 0 • 0 w = O W w 2 L Q 1_ W Z = H O Z I— w • w 0 O - o I-- w u' O W Z U= O Z Project 6V tJI(M 1 EX7 SS 2_ Engineer: p V Date: 3 j v0 5 e x e 1 t e c h FL,PsN67_ 7a HSS 7 SX H r're PLC Subject '%z GNP Checker: Date: Project # 043 002._. Page 001 Project ov r TE =..5 2- Engineer: n Date: 37 11 /U e x e l t e c h , I o f! . C fl 2 aS 2_1( 1-1 ... IN J . TO H' S Subject Checker: Page Iv1 usrc_ 3 4" x 2 e:72 14/,N )< 2 s tbrz S z Date: PLAN (, 1/-/ I TO IA- S I L r`'( Project # 0435.4:. —Cst 12�- Project Engineer: f\/\ Date: SI )10 0S e x e 1 t e c h Subject r/41- I Fi X rr c c3d-1tN Checker: Date: ' C / y � � / ,y 1 9 1 2 t 2 - ( -K-N3) - 2-g5o /w go IN ceriz, precift 4 0,0 L ( /3 //-t c(4si F - Project it Cr( Page z 0 _ � � z - o m_ = m - o N O c C � mm O z -1 m - + cN D M o m rn0) 0 U) O 0 O ' C � Z_ • D Z '.v1TNfY'r;�'.(M?llxc\q\w \N'• •?RCrtry., 1':r'alyTVf�\.1�.tlT^i, :elea \I , d :Joeui6u3 2 3.J'k _L-W91 j3A loa(oad rf :Elea :aalloayo ? z� Lc•:Z1 `^l SL2, s >tZAZ)4 67 )0 - 0 P - 9 ccf_i) . 17 °)( 5 ( c) )(S& . , ) Uf Z D t nod 'h/ 2 `c/?Jd laelgnS I su 9 USva y 3 e I e x e BOLT DIAMETER (Inches) MINIMUM EMBEDMENT (inches) EDGE DISTANCE (inches) SPACING (Inches) MINIMUM CONCRETE STRENGTH (psi) f' = 2,500 f ', = 3,000 f' = 4,000 Tension Shear Tension Shear Tension Shear '/ 2 1'1 3 200 500 200 50(1 200 500 r 3 4 3 2 4 500 1,100 500 1,100 500 1,100 1/, 4 4 3 5 6 5 950 1,450 1,250 1,600 950 1,500 1,250 1,650 950 1,550 1,250 1,750 1 5/ / s 4 4 3 6 7'/2 7 1,500 2,125 2,750 2,950 1,500 2,200 2,750 3,000 1,500 2,400 2,750 3,050 3/4 7/ - 5 5 4 7 9 9 2,250 2,825 3,250 4,275 2,250 2,950 3.560 2,250 3,200 3,560 4,400 6 5 10 2,550 3,700 2,550 4,050 2,550 4,050 1 7 6 12 3,050 4,125 3,250 4,500 3,650 5,300 1' / 8 6 13 3,400 4,750 3,400 4,750 3,400 4,750 1' / 9 7 15 4,000 5,800 4,000 5,800 4,000 5,800 :1 t- :r. ;d Is 3s ce r- to or le n- 1) .2, .2, E® 1912.3 Required edge distance and spacing. The allowable service loads in tension and shear specified in Table 1912.2 are for the edge distance and spacing specified. The edge distance and spacing are permitted to be reduced to 50 percent of the val- ues specified with an equal reduction in allowable service load. Where edge distance and spacing are reduced less than 50 per- cent, the allowable service load shall be determined by linear interpolation. 1912.4 Increase in allowable load. Increase of the values in Table 1912.2 by one -third is permitted where the provisions of Section 1605.3.2 permit an increase in allowable stress for wind loading. 1912.5 Increase for special inspection. Where special inspec- tion is provided for the installation of anchors, a 100 - percent in- crease in the allowable tension values of Table 1912.2 is permitted. No increase in shear value is permitted. SECTION 1913 ANCHORAGE TO CONCRETE - STRENGTH DESIGN 1913.1 Scope. The provisions of this section shall govern the strength design of anchors installed in concrete for purposes of transmitting structural loads from one connected element to the other. Headed bolts, headed studs and hooked (J- or L -) bolts cast in concrete and expansion anchors and undercut anchors installed in hardened concrete shall be designed in accordance With Appendix D of ACI 318, provided they are within the scope of Appendix D. Exception: Where the basic concrete breakout strength in tension of a single anchor, N is determined in accordance with Equation (D -7), the concrete breakout strength require- ments of Section D.4.2.2 shall be considered satisfied by the design procedures of Sections D.5.2 and D.6.2 for anchors 2 003 INTERNATIONAL BUILDING CODE® TABLE 1912.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds) For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N. CONCRETE exceeding 2 inches (51 mm) in diameter or 25 inches (635 mm) tensile embedment depth. The strength design of anchors that are not within the scope of Appendix D of ACI 318, and as amended above, shall be in accordance with an approved procedure. 1N1 SECTION 1914 SHOTCRETE 1914.1 General. Shotcrete is mortar or concrete that is pneu- matically projected at high velocity onto a surface. Except as specified in this section, shotcrete shall conform to the require- ments of this chapter for plain or reinforced concrete. 1914.2 Proportions and materials. Shotcrete proportions shall be selected that allow suitable placement procedures us- ing the delivery equipment selected and shall result in finished in -place hardened shotcrete meeting the strength requirements of this code. 1914.3 Aggregate. Coarse aggregate, if used, shall not exceed 3 /4 inch (19.1 mm). 1914.4 Reinforcement. Reinforcement used in shotcrete con- struction shall comply with the provisions of Sections 1914.4.1 through 1914.4.4. 1914.4.1 Size. The maximum size of reinforcement shall be No. 5 bars unless it is demonstrated by preconstruction tests that adequate encasement of larger bars will be achieved. 1914.4.2 Clearance. When No. 5 or smaller bars are used, there shall be a minimum clearance between parallel rein- forcement bars of 2'/ inches (64 mm). When bars larger than No. 5 are permitted, there shall be a minimum clear- ance between parallel bars equal to six diameters of the bars used. When two curtains of steel are provided, the curtain nearer the nozzle shall have a minimum spacing equal to 12 401 Z H Z re W 6 -J O O 0 W= W O LL. = W H Z F I- 0 Z I- W • W 0 O S O I- W W Hr- u W Z 0 Z r0.1nn.... 01w111Kra..r. uL I:fMl..tC %4lYii3wrtYYY u r• r�.lf4YJi4tdA4411 V1�P5AwVf #3:5:.".11?�st «.M..�at.a-� �Y tYai.w'..• +iICYA.= i.:.�'..:f.f. OVERNIGHT EXPRESS 11231 East Marginal Way South Tukwila, Washington Shoring Wall Calculations Client: PKJB Architectural Group, P.S. Contact: Gregg Percich, AIA Engineer: Exeltech Consulting, Inc. Contact: Phillip Van Heyningen, P.E. Larry A. Harris, S.E. Job No.: 0436 -002 March 18, 2005 i• vparomiesoos e x e I t e c h 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623 -9646 fax (206) 623 -9658 44. - 5 I5N4 ov GeM TL ISztkol 12L2Ea. TO 4 - 7 7 ) Pk=1 E 7YVE • sx _ . . Laair,e.T C LCX7E.12:\ 1 L v4' , TEEL 504Z -J 0 IS 13 91( ts4 A-11-i4 CYar 4 " - 4 - Q- TYP. e ez4 \\/ML-4 PARTS 300 I 9 - 6 ogi 6044, guILT/Nt, CO .7? a , ( / L a..4 • I I vopa 1 .st..2:a • orrrt E%isr/t-dt cou-tisni-4 Av\ 2 ) 2 p '- 1./ AI 4-E6 ;E-' e E z < • • t 0 O 0 W 0 LLI w 0 z 0 o 2 • 1- 111 w - - Li. 8 a; O co p o 1- z Project 1/k,�./"A I (a — i EAPR—EL S S Engineer: Li , j Date: (3S e x e I t e c h sh-v 1? IL£ 1--/X? CUT' DEMO EXIST. SLAB & GRID 'A' COL F00TING TO ALLOW FOR INSTALIATIDN OF SHORING SYSTEM, ' -0 -r SCALE: O Subject 21'_0 REMOVED BAY 24' WIDE CONT. CONC. GRADE BEAM • CONTRACTOR 10 SUPPORT EXIST. BLDG. COLUMN DURING DEMO, UNTIL NEW ENO. IS IN PLACE 12x58 SOLDIER PILES IN 24'4 AUGERED HOLES SHORING PLAN 0 K1 SEATTLE CITY LIGHT EASEMENT LINE Checker: Date: Project # °4 Page Project O \/ESN I CD I-} i — E NF ZE. c, Engineer: L Date: e x e l t e c h , FINISHED EXT. GRADE (2) 16 x nl OWLS. 0 EA PILE MAX. ALLOWABLE EXCAVATION DEPTH WITHIN SEATTLE CITY LIGHT EASEMENT — B.O. PLATE 4 • 4 4 .4 4 4 • 0 4 4 d . a 4 4 0 4 4 4 1 AUGER HOLE PER PLAN TYP. SOLDIER PILE SCALE: Subject 4 4 WALL PANEL PER MTL. BLOC. MFR. (2) 14 CONT. T&B 15 x S' -6' 0 18' O.C. GRADE BEAM PER PLAN & DETAIL A /SI.1 B.O. GRADE 81.1. T.O. CONC. PILE 7 ' TRICK STEEL PLATE BTWN. SOLDIER PILES FILL AUGERED HOLE W /STRUCTURAL CONC. (MIN. ('c =3.000 P51 0 28 DAYS) ENCASED STEEL SOLDIER PILE PER PLAN STRUCT. CONC. ENCASEMENT SOLDIER P111 r l'C PER PLAN SECTION A -A Checker: Date: 14 xl' -6' SLAB OWLS. 0 18' 0.c. (DRILL & EPDXY INTO CL. OF EXIST. SLAB) 14 CONT. 0 or O.C. �4 x i 0 18' O.C. 14 CONT. TYP. CONC. GRADE BEAM PER A /SI.I SOLDIER PILE BEYOND PER PLAN & DETAIL C /51.1 STEEL PLATE iE GRADE 811, OWLS. Project 1! ©45 Co —c 2 Page NEW CONC. SLAB ON GRADE TO MATCH THICKNESS or EXIST. r EXIST. CONC. SLAB ON GRADE Z re W - 3 0 co • o w J = F- N tL W LL • �. w = z o ILI uj W U O E- W • W. W z • N i= z e x e l t e c h SF1-7bb GRADc z TG L �'`1 Project VEZN (( ExPfe.Z. SS Subject /_ 0 /zls-i) C, `f -� p I Lc E (-J 2 -ts'Y rr'Y AN f-rr Ea IL BLQ6 E Oo!, iJPL..C_ SLAE o > = sN CquizclA.NeGE. mot-► -n - gl - LIC:)/bpi fdti Engineer: FV f^) Date: Checker: Date: 3S PC.F CS dL.') 5 Uo PsF-) s K F2► c7► 6/, - fr. (Z') x Soy = 4 K-cr 2 ~a Aug " CS' PI LE \/! ( ScGT) O d� irc)L. Fctt 7? CZ 5\1 .X 3KSr z 4 Cnon p) P C r c1e Ipeaw,) t 5 1 n-- S-iAut t 21' C 2 $ + /S) g auk I52o PI. x /6` o.c. /_Z < (9,4 8LbG tivrr.) Project # CA-3 go aoZ Page SOLDIER PILE ANALYSIS NAVFAC METHOD - (Use for Design of Pile) INPUT: HEIGHT (FEET)= ACTIVE PRESSURE (PCF)= PASSIVE PRESSURE (PCF)= PILE SPACING (FEET)= PILE DIAMETER (FEET); B= INFLUENCE FACTOR = ASSUMED PILE EMBEDMENT (FEET); D= File: Soldier Pile Wa112 SUM OF MOMENTS ABOUT BASE = (This Value Should be Minimized) EFFECTIVE ACTIVE (PCF)= EFFECTIVE PASSIVE (PCF)= x W x ti ACTIVE PRESSURE (PCF) ACTIVE PRESSURE <PCF> / / / / UNIFORM ACTIVE PRESSURE (PSF)= (Horiz. Press. from Surcharge Load) ASSUMED PILE EMBEDMENT (FEET); D= SUM OF MOMENTS ABOUT BASE= (This Value Should be Minimized) 13.03655068 8 MOMENT @ BOTTOM 35 OF WALL= 250 10 MAX MOMENT 2 ON PILE= 2 20.76 MAX MOMENT @ (Below Top of Pile) TOTAL PILE LENGTH WITH F.S. OF 1.25= 350 TOTAL PILE LENGTH 1000 WITH F.S. OF 1.5= -111=111-1 1 -•%,' 1 -11 l 111= JOB NAME: Overnight Express JOB NO.: 0436 -002 SHEET NO.: P,,SSIVE PRESSURE <PCF> METHOD OF SUMMING MOMENTS - (Use for Embedment Depth) 12.4915 158.9410538 29,867 FT -LBS 179,074 FT -LBS 19.59 FEET 32.92 FEET 37.07 FEET 60 MAX MOMENT ON PILE= 124,917 FT -LBS MAX MOMENT @ (Below Top of Pile) TOTAL PILE LENGTH WITH F.S. OF 1.25= 14.64 FEET 23.61 FEET Project M VP II(H EXiP S S Engineer: � 1 Date: 2.47 /05 Subject e x e i t e c h ?jLE- SH-c,211-16 it , j�►�ar M.�rr, @ - 19.59 I i �� C 14N of -lt,{) c1& tv\A6 M on-1 z 1 - ?c IL T tgy 12( S� � 2.)5K t.4 . ' �� - 3D cttir b p N/\/ 127 Ei 295b ( ' x Project It 0 4 / 5 Checker: Page Date: S .: �tw. gi•: c��`.• �ya�s�r :�:,;b:�.�ti::i4u�;i;.Y+�L;:w: Concrete Member Information ..�.'u: '..r::,,_.,,n•;a<a','., t o-,:Aaap.,.'.. .. i,. 4u ( r.., :r.r., •V'.. .d, .}........., e.,.. ...,..., Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth U�,.:;.:.:P r...r ^e ro. .. ,... .- , '= :I: ..., End Span middle span end span 10.00 10.00 10.00 24.00 24.00 24.00 24.00 24.00 24.00 Pin -Pin Pin -Pin Pin -Pin 1.32in2 1.32in2 1.32in2 17.00in 17.00in 17.00in 1.32in2 1.321n2 1.32in2 4.00in 4.00in 4.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in s.., ..:s .. , ....tt irr ... Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes Yes Yes 1.000 1.000 1.000 0.800 0.800 0.800 Results Beam OK Beam OK Beam OK ...: .. ..: C•sA• nlC:Tx, ;YO....ult; "[1, }. c. a.xw rrs.•' s .. ,•. ,. ,.. .. r, , ;.. Mmax @ Cntr k -ft @ X = ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear © Right k :,r, ,,.,..,n..;raz. -r ,tr, .c5, ,,.: 4YYt .. .. ,:.i .:.Al'.._.,..4•2 .E,. ,� .... ..a..ar�.. 22.08 6.90 22.08 4.00 5.00 6.00 97.03 97.03 97.03 0.00 -27.60 -27.60 114.85 114.85 114.85 -27.60 -27.60 0.00 114.85 114.85 114.85 Bending OK Bending OK Bending OK 11.04 13.80 16.56 16.56 13.80 11.04 ,ta-_ ....r .. .. ,. , ,r Reactions & Deflections "n•N+:':rkM.1Y:lWY.Nl1}5A1 u.;f':v'•!.R":.e ' P:J " "i.:..f "•« 1.F"�i.4 y:lLW ". t, Y.« t:^✓.' i'... t. i, +::N.:}i'a " ^� »':5'd: }I: t::aTi 1i1 , z= wi, i,..:":'p..',:'• c- t:.: G.•-. v^t'.r ..,..` .::*.'.�.•..}rTK DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @ X = ft Inertia : Effective in4 95ily: •:T rY. .': rr%.'p9Ji W.%jflA: >= t.-cAi " ✓. <'W 4.00 11.00 11.00 3.20 8.80 8.80 7.20 19.80 19.80 11.00 11.00 4.00 8.80 8.80 3.20 19.80 19.80 7.20 -0.002 -0.000 -0.002 4.47 5.00 5.53 27,648.00 27,648.00 27,648.00 s.l .!'Yil. Shear Stirrups 4 ,.. ,,,ITIl I,AMa@rnrrc*!,,uw(T.1ANffiw m ..,. 131.6.7000. ,ti,�WR n INN 4M, u 1's. . iS K' oN'4 ,4 H",. V'3'7 Y:,V 014 : 1. M4S .Yti..Q., <Al } a<S , .00.4 0 : at .0,1, l: iifii/i 04 0Y..'0.0' iSn4✓i:UPRf! 0,:Y0, 4 '04`01?1 Overnight Express Exeltech Consulting No. 0436 -002 L Rev: 510300 User: KW0003188, Ver 5.1.3, 22-Jun-1090, Win32 1c) 1583-90 ENERCAL0 Description Grade Beam at shoring wall General Information Fy Pc Stirrup Rebar Area Spacing @ Left Spacing © .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Multi -Span Concrete Beam • Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : Job# i', Date: 3:29PM, 9 FEB 05 Page 1 c:lecloverni ht ex.ress.ecw:Calculations Calculations are designed to ACI 318 -95 and 1997 UBC Requirements 1.40 1.70 . sc et..,,. .:a +...:� sJ: " . u :.4�: :+ . , :a. .., . i:+ : .anGtira } , >;: � ll ... :d wu jp .. i . 4i 'IA ; w.". n: SriJN. J. ' :,w"434' ,, d. ' �YStC'.1W+iMa , ' J ' _ " d4 UI b 4J' Y Overnight Express Exeltech Consulting No. 0436 -002 Rev: 510300 User. KW0003188, Vor5.1.3. 22- Jun -1099, Win32 (c) 108349 ENERCALC Multi -Span Concrete Beam Page 2 c :lec\overnight express.ecw:Calculations Description Grade Beam at shoring wall Location ft 0.00 0.00 0.00 Moment k -ft 0.0 -27.6 -27.6 Shear k 11.0 13.8 16.6 Deflection in 0.0000 0.0000 0.0000 Title : Dsgnr: Description : Scope : Job # U Act_ Date: 3:29PM, 9 FEB 0 7 Query Values z z W -J U W I J F., O W 2 u.a =a F W z = i— O zr-- w �p U O N . O W W H U . M= O .. z U N 1 . 0 1- Z e x e 1 t e c h 3°I -O Project 0V N j G1-1--T tic i� SL Subject S�-(I COQ I 01 S 1 j T?L CALu Engineer: pv11 Date: 3 / 17 /US Checker: Date: f �(L Project # 0 4 P3 �. CDC-L. Page z • w 6 J U 0 NO J H LL w 2 LLQ = w Z � F- 0 Z F- w w 2 o. O D . o 1- wW 1 z w O - 0 H z Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth End Span middle span end span 10.00 10.00 10.00 24.00 24.00 24.00 24.00 24.00 24.00 Pin - Pin Pin - Pin Pin - Pin 1.32in2 1.321n2 1.32in2 17.00in 17.00in 17.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in 1.32in2 1.32in2 1.32in2 4.00in 4.00in 4.00in Loads r a u r.,iVv.`1:.: ...... . . f .�:rr ':, r:... ,...,.....t..r . 1.. it:?", �' �t'. P.: x,: �t'.::`;.:=> .;i.rr;:1:1[a Using Live Load This Span ?? {TV(Cr: �sYG•S..r%.r.XY urJ' tGrfi4;• fnr;': r,'. 5.:' rt4x r+ a' 3! S':? i3:: ..` a.,.: r. .' F:.:. Yes Yes Yes Dead Load k/ft 1.000 1.000 1.000 Live Load k/ft 0.800 0.800 0.800 Point #1 DL k 2.570 LL k 6.430 @ X ft 2.000 0.000 0.000 Results Beam OK Beam OK Beam OK - maa'r x,40 1 •t•••M, ax': ':.'rn ^' rt: P '•.e-- •.:_ry ar4l .'!':'•;•:. 41::•.: C:- ^^'` .;av:S,s , r.; :r VMS ; r;:„re: Mmax @ Cntr k -ft V.Tt FRaib:Tt:r.^ 1 e r. t.:: nsl 1.":.' f: ira et2S.,. ST' A"': L^..r.r s' . »» . . - '.. :.Y^_.• : .7J:::t`2r 38.95 4,27 22.83 , @ X = ft 2.67 5.33 5.93 Mn * Phi k -ft 97.03 97.03 97.03 Max @ Left End k -ft 0.00 -35.04 -25.74 Mn * Phi k -ft 114.85 114.85 114.85 Max @ Right End k -ft -35.04 -25.74 0.00 Mn * Phi k -ft 114.85 114.85 114.85 Bending OK Bending OK Bending OK Shear @ Left k 21.92 14.73 16.37 Shear @ Right k 20.21 12.87 11.23 Reactions & Deflections `Y..:f.C..l�:!a.l'n.'Y't:.e 'tI"x'14'.9: :.V: »f 1. '.�.t... !) ^S::tr ". •f,ii.l':: 9:. x. .rf .. .. ,t .. f DL @ Left k -.1. ..ziii + . v..L'Yt: h' {tFYS 11.:. . .... . ., 5.92 11.81 10.80 ... .. .. .. ., .'£rfJ LL @ Left k 8.01 10.83 8.31 Total @ Left k 13.94 22.64 19.11 DL @ Right k 11.81 10.80 4.03 LL @ Right k 10.83 8.31 3.28 Total @ Right k 22.64 19.11 7.32 Max. Deflection in -0.004 0.000 -0.003 @ X = ft 4.27 2.00 5.47 Inertia : Effective in4 27,648.00 27,648.00 27,648.00 [Shear Stirrups : »_,, � r,. _ m - ;u '..' srnmsvYr nsv�zs.:nmc+sr «aatun:amcr,:9aL Overnight Express (revised) 0436 -002 Rev: 510300 User: KW.0003188, Ver5.1.3, 22•Jun -1099, WIn32 (c) 1983`09 ENERCALC Description [General Information izarzuzzimuEmmucamosszazomum Fy 60,000.0 psi fc 3,000.0 psi Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2 *L Spacing @ .4*L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Grade Beam at shoring wall with metal building column 1n2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 4:04PM, 18 MAR 05 c: \ec \overnl ht ex Page 1 ress.ecw:Calculations Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 1.70 Overnight Express (revised) 0436 -002 Rev: 510300 User. KW-0803188, Vet 5.1.3, 22- Jun -1009, V0n32 (e) 1983.99 ENERCALC Multi -Span Concrete Beam Page 2 c: \ec \overnight express.ecw:Calculations Description Query Values Location Moment Shear Deflection ft 0.00 k -ft -0.0 k 21.9 in 0.0000 0.00 0.00 -35.0 -25.7 14.7 16.4 0.0000 0.0000 Title : Dsgnr: Description : Scope : Grade Beam at shoring wall with metal building column Job # Date: 4:04PM, 18 MAR 05 z z QQ • � JU U O • ° UJ J F—' W O 2 g Q I=- _ z F. I O Z F- LU uj 0 O— uJ u j � O iii = , O ~ Z A - 0? & e oe-Tik V 4 f pS1 J L .. 11 LT) C� , C-4J1Lk f - 1 /...) 1.80 k/ft Uffiffil l l l l l l l l l l ffisffi l 1.80 k/ft 9.0Qk 10.00 ft Mu:Max = 38.95 k -ft at 2.66 ft from left Dmax = - 0.0041 in at 4.26 ft from left Mu:max © right = -35.03 k -ft DL Reaction = 5.924 k DL Reaction = 11.810 k LL Reaction = 8.014 k LL Reaction = 10.826 k Total Reaction = 13.939 k Total Reaction = 22.636 k z _- re 5 6 -J C.) UO N o J = U) Lt. 111 O . u < co = = H = Z � F— O Z f— 111 j U� O - 0 I-- U1 L u U u. f' O t ii Z 0 ~. Z Space Heat Type Q Electric resistance Qi All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 227.0 - 788.0 X 100 = 28.8% Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying Q n o assembly below. Envelope Requirements (enter values as applicable) Fully heated /cooled space Minimum Insulation R- values Roofs Over Attic Date 4/25/2005 NA All Other Roofs 21.0 Opaque Walls Tukwila, Wshington 11.0 Below Grade Walls PKJB Architectural Group, Lisa Winterhalter NA Floors Over Unconditioned Space 603 Stewart Street #707 Seattle, Washington NA Slabs -on -Grade 206- 624 -3210 10.0 Radiant Floors NA Maximum U- factors Opaque Doors 0.600 Vertical Glazing 0.600 Overhead Glazing NA Maximum SHGC (or SC) Vertical /Overhead Glazing I 0.650 Project Info Project Address overnite Express - revision to permit D04 -410 Date 4/25/2005 11231 East Marginal Way South For Buildiin k Use 7 Ct W TUKKYWH A APR 2 5 2005 1 PERM1T Tukwila, Wshington Applicant Name: PKJB Architectural Group, Lisa Winterhalter Applicant Address: 603 Stewart Street #707 Seattle, Washington 98101 Applicant Phone: 206- 624 -3210 2001 Washington State Nonresidential Energy Code Compliance Forms Semi- heated space 2 Minimum Insulation R- values Roofs Over Semi - Heated Spaces 2001 Washington State Nonresidential Energy Code Compliance Form E nvelope Summary Climate Zone 1 ENV -SUM Project Description ❑ New Building El Addition ❑ Alteration ❑ Change of Use Compliance Option Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements First Edition, June 2001 r Opaque Concrete /Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete /Masonry Option, list walls with HC >_ 9.0 Btu /ft °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the Code. Wall Description (including insulation R -value & position) U- factor Notes: New office area is heated. Work area is unheated space and freeze protected only with gas heaters. TDQ4 pro Project Info Project Address Overnite Express - revision to permit D04 -410 Area in ft Date 4/25/2005 Covered Parking (standard paint) 11231 East Marginal Way South 2 0.2 W/ft For Building l[� USe $11'Y o' v{vi �-A API? 2 5 2005 Y PERMIT CENrp Tukwila, Washington Applicant Name: PEGS Architectural Group, Lisa Winterhalter Applicant Address: 603 Stewart Street 1!707 Seattle, Washington 98101 Applicant Phone: 206- 624 -3210 ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting a Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Location (floor /room no.) Occupancy Description Allowed Watts per ft ** Area in ft Allowed x Area Covered Parking (standard paint) 2 0.2 W/ft Parking (reflective paint) ^ �; F r't t i i, t,1 t 1 t 1. j a 1 0.3 W /ft Open Parking y 9 ' ( t lr 0.2 W /ft ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking (standard paint) 2 0.2 W/ft Parking (reflective paint) ^ �; F r't t i i, t,1 t 1 t 1. j a 1 0.3 W /ft Open Parking y 9 ' ( t lr 0.2 W /ft Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x10 Covered Parking (standard paint) 2 0.2 W/ft Parking (reflective paint) ^ �; F r't t i i, t,1 t 1 t 1. j a 1 0.3 W /ft Open Parking y 9 ' ( t lr 0.2 W /ft Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Outdoor Areas '`ice 0 a " ° - „- ,w:r-:' 2 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Lighting Summary LTG -SUM 2001 Washington State Nonresidential Energy Code Compliance Forms 2001 Washington State Nonresidential Energy Code Compliance Form Maximum Allowed Lighting Wattage (Interior June2001 -KIM Project Description ❑ New Building El Addition ❑ Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option Q Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit lights unless Tess than 5 watts per fixture. Prop Lighting Wattage (Interibi)st all fixtures. For exempt lighting, not exception and leave Watts /Fixture blank. Maximum Allowed Lighting Wattage (Exterior Use mtgr listed maximum Input wattage. For ttxtures Wlth hard wireG nanasts only, Proposed Lighting Wattage (Exterior the default table in the NREC Technical Reference Manual may also be used. ;+:'F%7`cxewnr�uw•�Jr„ < �•;.i.,- ,. .. . r.......��, ... °, .. <w + ».•ha<a,'s'n February 18, 2005 SeaCon LLC 165 NE Juniper St. Ste 100 Issaquah, WA 98027 Attention: Mr. Bob Power Reference: Metallic Job No. 220418 Addition to Overnight Express 4) Refer to revised C -1 drawing. 5) Refer to revised C -1 drawing. metallic building company FILE COPY Perr NAL Dear Mr. Power, This letter is in response to the two plan checkers review for the above referenced job. Our response to plan checker review dated December 1, 2004 is as follows: 1) Calculations are attached. 2) C -1 drawing is revised to reflect roof snow, Ss, S1 and Sds. Our response to plan checker dated January 3, 2005 is as follows: 1) Refer to revised C -1 drawing. 2) Correct 3) For main frame (moment resisting frame) section 1605.3.1 IBC has been used (refer to p. 13- 15 of calculation) however, for bearing frame 1605.3.2 of IBC been used to match with wind load calculation (refer to page 19 for wind determination). 6) Refer to page 13 -15 of calculations and F1 of 1 of drawings. RD/IRA/ED FOR CODE C 'O PLIA1':CE APR 12005 8) These definitions are UBL = unbalance snow load when wind direction from left to right. UBR = unbalance snow load when wind direction from right to left. WL2 = wind load left (case B), see page 19 of design for wind coefficient. WR2 = wind load right (case B), see METALLIC design for wind coefficient. 9O4 Flo 7) Gravity and seismic ground motion have been applied to the load combination (refer to • age 22 -25 for seismic calculation and page 13 -15 for load combination). offices: 550 INDUSTRY WAY • ATWATEA, CA 95301 • (209) 357 -1000 • (800) 211 -4948 mailing address: P.O. Box 793 • ATWATEA, CA 95301 • FAX (209) 357 -1010 z '~ w JU 00 co w J H A li. ujo � w a z � ►= z � w w U O N o 1- w • 0 L • w U = O ~ z metallic building company WLP = wind load left with pressure coefficient (refer to page 19) for wind calculation and pressure coefficient. WLS = wind load left with suction coefficient (refer to page 19) for wind calculation and suction coefficient. SEL = seismic left (see revise portal frame reaction on page 11) SER = seismic right (see revise portal frame reaction on page 11) 9) Metallic Building Contract does not include second floor. Therefore, floor live load eliminated on load combinations. 10) Longitudinal direction, R = 3.5 is used (refer to page 24 for seismic calculation) R= 3.5 is used for transver direction (grid line 1 and 2), (refer to new seismic calculation on page 22). 11) Omega factor = 3 has been applied for all direction (refer to seismic calculation on page 22 and 24). 12) Omega factor = 3 has been applied. 13) Redundancy coefficients calculation added to the seismic calculation (refer to page 22 and 24) 14) Frame connection run for Em (seismic with omega factor). Refer to page 97 -112 of calculation. 15) Wind calculation for mainframe is not including the 1.3 factors. As a result, we used load combination of section 1605.3.1 (refer to wind calculation on page 81) however, wind calculation for bearing frame and component are include the 1.3 factor and we used load combination of section 1605.3.2 (refer to wind calculation on page 19). 16)Sameas #15. 17) Same as #15. 18) The critical force on that page, checked with allowable load case (without 33 percent increase). Refer to page 62 of revised calculation. I hope this letter is sufficient for your needs, but if you have any questions please call. Sincerely, 3' 0,..6 424. (i.' Arash Shiehbeiki Design Engineer METALLIC Robert Hoekstra Sealing Engineer (WA) offices: 550 INDUSTRY WAY • ATWATER, CA 95301 • (209) 357 -1000 • (800) 211 -4948 mailing address: P.O. Box 793 • ATWATER, CA 95301 • FAX (209) 357 -1010 EXPIRES 10/23/05 z z re w QQ � J O 0 CO C UJ J w w ° LL¢ i • s I- al z = ' ZO w • w D O — O 1-- W 1 - �' O .. w = 0 1— z TABLE OF CONTENTS SECTION TITLE PAGES 1 BUILDING DESIGN SUMMARY SHEET Z 2 PURLINS AND EAVE STRUTS 2 t. 3 GIRTS - SIDEWALL AND ENDWALL 34 4 ENDWALL RATERS AND COLUMNS 43 5 BRACING 5 Z 6 MAIN FRAME RUNS 73 7 STANDARD MATERIAL PROPERTIES 1 13 STRUCTURAL DESIGN CALCULATIONS Job No. 0805 - 220418 PROJECT NAME Addition To Overnight Express JOB SITE TUKWLLA, WA CONTRACTOR SEACON LLC BUILDING DESCRIPTION BUILDING A GABLE SYMMETRICAL 80' X 21'X18' -6" EH X 1/12 SLOPE SW BAY SPACING: 21' BUILDING CODE IBC 2003 ROOF DEAD LOAD WT OF METAL BLDG STRUCTURE ROOF LIVE LOAD FRAMES =25 psf , PURLINS = 25 psf ROOF COLL. LOAD 5 psf GROUND SNOW LOAD 25 psf I = 1.00 WIND LOAD 85 mph EXP. =B 1 =1.00 S1= 49.1 %, Ss =142% I = 1.00 SEISMIC C:1Documents and Settings\ Ashich .NCIWIy Doamenu'Z20418.doe 1 z _ W QQ W V 00 to C:3 J = F- N W W O LL Q co d = W H = Z I... H O Z I— LL/ • W 0 S O I— W W H r- t L O .• Z W O ~ Z 'I •.••• NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • REV.# `S Date: I/ 9 10.5 By: /91440 H .S Revised pages t&. T_ ('i Revised per f CUSTOMER: SE'A Cn 11-c JOB SITE: rJKc )tl/ (4/) DIMENSION: $A ;1 f $ � G SLOPE 1 ;12 BAY SPACING. Z 1 ' s •,� —tea ft shah be the responsibility of the contractor to confirm that these loads comply with the requirements of the local building department. C Jo ni . COLL. DEAD LOAD DESIGN CODE & EDITION ROOF DEAD LOAD .9.5 • psf (roof panel and puffins) 5• ROOF LIVE LOAD PRIMARY FRAMING 7_5 psf SECONDARY FRAMING 5 psf Panel type: ❑ PIA 0 ULTRA -DEK ❑ OTHER • Rainfall intensity (see charts) 5-minute dutatfon, 5-year mean recurrence = !-1 Inches/hr. ❑ Add std. Note* 15 b cover sheet TO % roof snow toad Is used to calculate seismic base shear (IBC Section 1605.3.1), ❑ d note to cover page: 'Building Is designed for occupancy of less than 300 people." dd std. Note* 11 b cover sheet 'Investigation of the exisfng structure for detrimental effects due to bldg addition..' 0 Add note to cover sheet: 'The addition of Hs building may cause snow to accumulate on the roof of the existing building. It shall be the buyers responsibility to verify the structural adequacy of the existing structure fortis snow condition." Page 3 1/ / 3 Client drawings attached Yes Job Class ❑ 1 ❑ 2 3 ❑ 4 Job no: . 270411$ Desigped by: I Sr . Checked by: s "! ., u O Date: I If( : U l REDUCED ROOF LIVE LOAD BASED ON TRIBUTARY ARMS: 0-200 sq. ft. 20.0 psf 201.600 sq. It. per 1BC2003(Eggalion 16- 26) over 600 sq. ft. 12.0 psf SNOW LOAD GROUND SNOW = Z5 psf Exposure Factor, Cs = - .1 • a Thermal Factor, Cr = 1.0 WINO LOAD 85 mph, EXPOSURE = 6 . SEISMIC LOAD Response acceleration © short- period s: _ 1 Response acceferaton © 1- second period, 5> j1 q • 1 Use Group: ? . Site Class: 0 Design Category: Analysis procedure--- +Equivaient lateral forte L\ go C -1 d awtoy z e` • 60g/ ) 9A1)0/ 4/V /1 7eXe w (',fh 4'321 /l° // 4 ,14e4: '-1 IMPORTANCE FACTORS: WIND: 1.0 SNOW: 1.0 SEISMIC: 1.0 ae_tfcboo 54,4i be tna L o-s -cite( r eT 1' na'i" to a 20 .f - gb ' Ail` hus o•o oI',� (C. 3 — F c o%r-m ;vie, AtifSD z Z '~' w � J U O CO U) U_ W O g Q W Z = I— O Z ~ 0 0 I— W W H r- • O W z U= O ~ z 4 POEJNi f Spacing: ❑ 5'-0' o.c. standard [r] non - standard Q measure dimensions on -slope • q,,,)•y 3 IL S. 3 I — ti (measure spacing in horizontal projection slatting from lour eave ! symmetrical t peak for gabled toots) PURLIN CONNECTION TO MAIN FRAME KNOCK-IN BRIDGING 6Z(2 [i Use standard connectidn with (2) -12'a A307 bolts unless noted 0 Use (4) -12'e bolts © frame lines: NO DYES ❑ Use standard spacing per NS 59 ❑ Use non - standard spacing: © End Bays @ @ int. gays@ PEAK-TIES , NO U YES Use 6016 2 row(s) per bay, equal spacing 0 Use 818 - - - - - -- • • row-(s) per bay; equal spacing ..... -. (Fix standin seam roofs, install peak 6es to fine -up with k -10- bridging). ANTI -ROLL cLKP • ❑ NO YES Puriln run no. 2 l ( . Start count from: EAVE TO RIDGE EAVC U BES ❑ 1of s ❑ 12ES fd c FRONT EAVE: 0 Pans affront eave d 1 6 ga ❑14ga ❑ 12 ga sm BACK EAVE JOB # 2..2.pq fg BG�y NEW BLDG. ('PD'+ 1/41 X .3 CEE SC/ S AT WELDED LOCATIONS 1 3/4 EXT. BLDG. IJ Same as front eave 0 Pprlins at back eave ❑16ga ❑ 14 ga . . ❑ 12ga FIELD CONNECT SC -33 X 1' 14.8. == 5 Page 2 EXISTING PURUN T • I I te rnate . Attachment New to Old Purlin Tie —In Connection ti FR NT SIDEWNALL By -pass with 0 short f 0 }on laps extra -Ion � 9 P ❑ g laps ❑ Flush SIZE: Elevations: / ❑ 3'-6' � 7'-4 �] 10'-4 ❑ 11'-4 ❑ 12'4 1i 13'4 ❑ 15'4 ❑ 17'-4 • 0 19'4 ❑ Others; ❑ To remain open ❑ Open to collateral materials by others: ❑ Spandrel beam required: ❑ Spandrel beam by others (add standard note # 5 to drawings) j ? f ramed openings: ambs: 8 k 3 'J: Ck Header. 8x3' /C (6, m V CJ 4 6 — n713 fA g l 1 Z B,AGi( SIDEWAi:L' LJrj same as front sidewall ❑ By -pass with 0 short laps E long laps 0 extra -long laps ❑ Flush with° long dip ❑ short clip SIZE Elevations: ❑ 3'-6' ❑ T-4 ❑ 10`-4 ❑ i 1'-4 ❑ 12'4 0 13'4 ❑ 15'-4 01 T-4 ❑ 19'4 ❑ Others: ❑ To remain open ❑ Extend jambs to save ❑ Detail S75 ❑ Detail S76 0 Open to coilaterat materials by others: j] Spandrel beam required: with0 long dip 0 short clip 8214. 12X_' 2, ❑ Spandrel beam by Others (add standard note # 5 to drawings) ❑ Framed openings: Jambs: 8x3'h0 Header. 8 x 3 I: C 1:41 Extend jambs to save 0 Strut girls at elev. 0 Detail S75 ❑ Detail S76 use: SOS# 22o q � .g Page 3 6 Z Z W 6 �. UO CO 1 -4 = F— WO }} gJ ? = w 1— ' Z f.. 1— O ZI- . W 0 O - o w w 9 - - O w Z U= O~ Z LEFT ENDWALL (Zearing frame ❑ Main frame ❑ No frame JOB# Z 7r3 4 116 Std. Note #19 ❑ Required Q NCI' gEQ. ❑ To remain open : ❑ Open to collateral materials by others E3 Spandrel beam required: ❑ Spandrel beam by others (add standard note ft 5 to drawings) G1RTS i lush wtih ❑ short clips ❑ long clips -pass with ❑ short laps L�l Ion laps R 9 aP s SIZES' gj Z O. . ilit4T 6016 Elevations: 0 3'-6 EIT-4 ❑ 10'-4 ❑ 11'-4 ❑ 12'4 I/13'-4 ❑ 154 12c17 ❑ 1 '-4 ❑ 20'-4 ❑ 21'-4 ❑ 23'4 Provide column flange braces at elevations :❑ 3'-6 g(T-4 ❑ 1O'-4 ❑ 11'-4 0 12'4. 13'-4 ❑ '15-4 [] 17'-4 ❑ 19'-4 iA : ERS Light -gage sections: EIA X 3' /z C12 ❑ lox 3'/ C12 ❑ 12 X 3'41 C12 Hot-rolled sections: W ; 0 Xv 50 kal materials. Built -up ons : ❑ Web tanges al Provide rafter Range braces Every puffin ❑ (off puriins on each sides of the EW columns and on every puffins. ❑ Provide /: thick full -depth rafter stiffeners at column location for all hot - rolled and built -up rafters. CI Rafter splice for built -up and hot-rolled sections:— use (8)- 518'8 bolts with 3/8' thick splice plates. ❑ For column to rafter ponnections use (2)- 518 "er bolts except as noted below: ❑ (4)-518' m bolts required for ❑ M endwall columns ❑ interior endwall columns 0 corner column ENDWALL LAYOUT MitiCOLUNiii (All light -gage columns & bearing frame rafters are 8 x 3'/ C unless rioted) COLUMN REACTIONS (MOM y Comer Columns interior Columns DL +LL DL +WL DL+ LL DL +fl. Wall braced by X braces I i I T L314- 4 6,51( qx Q./K - x- brace reacions 9t1EI to Wind ❑ Seismic, Ern ❑ Framed opening: Page 4 7 El Header 8x3hC ❑Jambs 8x3 / :C ❑ Extend jambs to rake ❑ Extend jambs to et. use : D w8"i9 �5okat) c,(4 -- fci)R-4. ❑ Panel diaphragm (add std. note #20) = i To remain open : - CA , e'Cc jn 606 ❑ Open to collateral materials by others Li ❑ Spandrel beam required: ❑ Spandrel beam by others (add standard not # 5 to drawings) t~atgi s j ' Rush with ❑ short clips ❑ long nips ❑ By-pass wilt) ❑ short laps ❑ long laps SIZES: r�,Q tit WALLe :AYOUT'AND COLtJMWsi2Et (M light -gage columns & bearing frame rafters are 8 x 3 */: C unless noted) Acpteriopf ON.f gv:5fl r51 RIGHT ENDWALL ❑ Same as Left EW ❑ Bearing frame [ Main frame ❑ No frame Std Note #19 ❑ Required Not Regtred )( -brace reactions due to JOB# 2 4 15 0Wind ❑ Seismic, Em Framed opening: Elevations: 0 3'-$ ❑ T-4 ❑ 10'-4 ❑ 11'4 ❑ 12'4 ❑ 13'-4 ❑ 15-0 ❑ 1T4 ❑ 19'-4 ❑ 20'-4 ❑ 21'-4 0 23'4 Provide column flange braces at elevations :0 3'-6 ❑ T-4 ❑ 10'-4 ❑ 11'-4 ❑ 1Z-4 ❑ 13'-4 ❑ 15 © 17'-4 ❑ 19'-4 aETERt ,s IA Light -gage sections: ❑ 8 X 3' /z C12 ❑ 10 X 3 % C12 ❑ 12 X r' /: C12 Hot-rolled sections: 0 W 50 ksi materials. Built -up sections : ❑ Web • , Flanges ❑ Provide rafterilange braces ❑ Every poriin ❑ @ purlins on each sides of the EW columns and on every purlins. ❑ Provide thick full -depth rafter-stiffeners at column location for all hot - rolled and built -up rafters. d Rafter splice for built -up and hot - rolled sections:— use (8)- 518'e bolls with 3/8` thick splice plates. p For column to rafter connections use (2)- 5/8'el bob except as noted below: t (4) -5/8' a bolts required for ❑ AU endwall columns ❑ interior endwall columns ❑ comer column f�•� t1. • COLUMN REACTIONS (kips) Comer Canna interior Columns DL +LL DL +WL DL+ LL rS L +WL Wall braced by ❑ X braces I I I ❑ Panel diaphragm (add std. no #20) _ T y T Fate 5 ❑Header 8x3 %C El Jambs 8X3' / :C ❑ Extend Jambs to rake ❑ E)dend Jambs to el. USE) : Z = H `~ W Ce JU 0 N • LLI J H W O 2 g Q = � W Z = I- O Z 1- W • W U o O N • f— lu O z Lu O z BRACING: JOB# 270N16 ROOF 13Cables ❑ Rods ❑ Angles ��� @bay no: 1 . Tiers: match endwatt column spacing at Left endwaa 0 Right endwaa FRONT SIDE BACK SIDE Erracinq redEtiairi irciAtall REACTION Wmd Seismic, Ern' H V Governed by :❑ Wind ❑ ,5eisthic t 7A ❑ Cables ❑ Rods 0 Angles ❑ X- braee@ bay no. ❑ Fixed base © frame tine: c 1 Portal frame @ bay no. f ❑ Diaph (add std. note #20) ❑ Cables 0 Rods ❑ Ang1ea 121-brace @ bay no. ❑ Fixed base @ frame tine: Portal frame @ bay no. I ❑ Diaph (add std. note #20) 4 .� .>.< 56`� i strut Puriins Use $ Z j q (with 4-1/2+ A325 bolts each end) 2 ❑ EaVe Clips Sc -i6 ❑ 'A + -ASG7 bolts 0 4-A325 bolts Front sidewall @ frame Ones: Back Wawa © frame Ones: raed=base coith Use: (2)— 5/8' m bolts at 4' -0' o.c. to MF column web Fixed base materials 3 ❑ 4-Bott Coniiedigi ❑ Y24i ,A3Q7bolts ❑ %$ -A325 bolts (Puriin to main frame connections at braced point locations shown above) M = ft-kips Page 6 9 Z 1 Z QQ • � J U U O W = t-- • LL w0 0} . g J N d = w H Z ' F- O w w U O N O F- ww — O .. Z w U= O Z 10 Job Title: bescription: PORTAL FRAME Rotted 8 -18-04 Job No • Dsgn by Chk'd by. Rev. No.: • 2 Zo 6 i l g 4 stiS Sheet No.:I Date: Date: 7 HOT ROLL RAFTER W• x BUILT UP PLATE RAFTER Web : _ C x • 0/S Fing: • , x IZ I/S Fing: $ x l • r let/ 0 1� 11 11 11 La) �" 0 A325 W/ —5 _" PL w/ . "0 A325 Bolts "PL W8x 18 Bracket (SC -1691 (4) 5/8 " A325 Bolts W/ 3/8 " PL Web .Bolted Column (2) " A325 Bolts at 48" O.C. Max. olts 1 C.) (4 " 0 Anchor Bolts W/ .4 Base PL RAFTER 'PORTAL FRAME HOT ROLL COLUMN w x BUILT UP PLATE COLUMN Knee Depth. tf7; Base Depth: t 2 Knee Web Thickness: _ (-A Column Web Thickness • E5,6;.1) 0/S Fing• x �Z I/S Fing: .�$ x . 1e X 2 CV SC -169 ,Anchor Bolts not required (Web Bolted) z :I--z rt W 6 00 co W 1- W 2 ? � a w ? � ZO W U 0 1-- ww W z ui U= 0 � z Job Number. 220418p Feb 9, 2005 At: PORTAL @ SW C:1DsnLib\220418pw NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1`HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By: ARASHS Page:1 of 1 Frame Reaction Schematic A (all reactions am in kips. B 1 kip = 1,000 pounds.) + 1. Hor + Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom 0.6 *DL + WLL A -3.9 -2.4 0.0 0.6 *DL + WLL B 4.7 -2.4 0.0 .6 *DL + WLR A 4.7 2.4 0.0 . .6 *DL + WLR B -3.9 2.4 0.0 .6 *DL + Em(L) A -18.0 -10.3 0.0 .6 *DL + Em(L) B 18.8 -10.4 0.0 . .6 *DL +Em(R) A 18.8 10.4 0.0 .6 *DL +Em(R) B -18.0 10.3 0.0 Job Number. 220418p Feb 9, 2005 At: PORTAL @ SW C:1DsnLib\220418pw NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1`HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By: ARASHS Page:1 of 1 F L A M E SLOPE : ( • 12 E.H.: ( -4 RANGE BRACES ROOF, 1 Z 3 5 (Lori Emt HIGH EAVE) • 1 NOTE: ALL BOLTS ARE A -325 O BOLTS: PLATE : 01 x148• & F. STIFFEN ER y {r�s s.) JOB NUMBER : 2 2DG! 18 SHEET NO .c of REV. r r > 5x r 5 x� r6 1 ex e STIFFENER ' . (TYPICAL) BOLTS : ( z) e PLATE • _ . kZ BOLTS • Q 5 BOLTS : Lei ., • PLATE : PLATE : ` WIDTH = 'lc 00(0 WALL. . . BOLTS • PLATE : BOLTS PLATE 12 STIFFENER (TYPICAL) BOLTS • C' 5 S, PL,AiE � w o 0 co J H N LL W LL cn d = W z � o z F- o 0 tn 0- 3 - wW rz o w z O z VBt: d J6,Lp,JCE 5,iO&i + Hor + GOAD Us JG J cJi rl ° 6 to&J i►d -F'gorf. L .rr- Moment + ro L-.., A B C \ „ C' Frame Reaction Schematic (all reactions are in kips. 1 kip = 1,000 pounds.) Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL A 1.5 0.3 0.0 DL B 3.8 0.0 0.0 0.6 *DL + WLR A -1.0 1.2 0.0 DL C 1.5 -0.3 0.0 0.6 *DL + WLR B -5.3 0.0 0.0 0.6 *DL + WLR C -3.1 1.6 0.0 DL +LL+CL A 12.6 2.5 0.0 DL + LL + CL B 332 0.0 0.0 0.6 *DL + WR2 A 0.7 0.8 0.0 DL + LL + CL C 12.6 -2.5 0.0 0.6 *DL + WR2 B -1.7 0.0 0.0 0.6 *DL + WR2 C -1.5 1.9 0.0 DL + SL + CL A 9.8 1.9 0.0 DL + SL + CL B 25.9 0.0 0.0 DL + 0.75 *LL + 0.75 *WLL + CL A 7.3 0.7 0.0 DL + SL + CL C 9.8 -1.9 0.0 DL + 0.75 *LL + 0.75 *WLL + CL B 21.4 0.0 0.0 DL + 0.75 *LL + 0.75 *WLL + CL C 8.9 -2.8 0.0 DL + UBL + CL A 4.4 1.9 0.0 DL + UBL + CL 5 26.1 0.0 0.0 DL + 0.75 *SL + 0.75 *WLL + CL A 5.2 0.3 0.0 DL + UBL + CL C 15.4 -1.9 0.0 DL + 0.75 *SL + 0.75 *WLL + CL B 15.9 0.0 0.0 DL + 0.75 *SL + 0.75 *WLL + CL C 6.8 -2.4 0.0 DL + UBR + CL A 15.4 1.9 0.0 DL + UBR + CL B 26:1 0.0 0.0 DL + 0.75 *UBL + 0.75 *WLL + CL A 1.1 0.3 0.0 DL + UBR + CL C 4.4 -1.9 0.0 DL + 0.75*UBL + 0.75*WLL + CL B 16.1 0.0 0.0 DL + 0.75 *UBL + 0.75 *WLL + CL C 11.0 -2.4 0.0 0.6 *DL + WLL A -3.1 -1.6 0.0 0.6 *DL + WLL B -5.3 0.0 0.0 DL + 0,75 *UBR + 0.75 *WLL + CL A 9.4 0.3 0.0 0.6 *DL + WLL C -1.0 -1.2 0.0 DL + 0.75 *UBR + 0.75*WLL + CL B 16.1 0.0 0.0 DL + 0.75 *UBR + 0.75 *WLL + CL C 2.7 -2.4 0.0 0.6 *DL + WL2 A -1.5 -1.9 0.0 0.6*DL + WL2 B -1.7 0.0 0.0 DL + 0.75 *LL + 0.75 *WL2 + CL A 8.5 0.5 0.0 0.6 *DL + WL2 C 0.7 -0.8 0.0 Job Number. 220418 Feb 9, 2005 At: frame tine 2 C:1DsnLib1220418W NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By: arashs Page: 1 of 3 CO wr.z : cm . LOAD i.r7- (0156 b) REFER -ro P.m W P Z : Co) rriD Co AD R'gv.■ + Hor + Moment + (CP56a) 2E roioPr a A Frame Reaction Schematic (all reactions B are in kips. 1 kip = 1,000 pounds.) Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL + 0.75 *LL + 0.75 *WL2 + CL B 24.1 0.0 0.0 DL + 0.75 *UBR + 0.75 *WLR + CL A 11.0 2.4 0.0 DL + 0.75 *LL + 0.75*WL2 + CL C 10.1 -2.5 0.0 DL + 0.75 *UBR + 0.75 *WLR + CL B 16.1 0.0 0.0 DL + 0.75 *UBR + 0.75 *WLR + CL C 1.1 -0.3 0.0 DL + 0.75 "SL + 0.75 *WL2 + CL A 6.4 0.0 0.0 DL + 0.75 *SL + 0.75 *1NL2 + CL B 18.6 0.0 0.0 DL + 0.75*LL + 0.75 *WR2 + CL A 10.1 2.5 0.0 DL + 0.75 *SL + 0.75"WL2 + CL C 8.0 -2.1 0.0 DL + 0.75 *LL + 0.75 *WR2 + CL B 24.1 0.0 0.0 DL + 0.75 *LL + 0.75 *WR2 + CL C 8.5 -0.5 0.0 DL + 0.75*UBL + 0.75*WL2 + CL A 2.3 0.1 0.0 DL + 0.75 *UBL + 0.75 "WL2 + CL B 18.8 0.0 0.0 DL + 0.75 *SL + 0.75 *WR2 + CL A 8.0 2.1 0.0 DL + 0.75*UBL + 0.75 *WL2 + CL C 12.2 -2.1 0.0 DL + 0:75 *SL + 0.75 *WR2 + CL 8 18.6 0.0 0.0 DL + 0.75 *SL + 0.75 *WR2 + CL C 6.4 0.0 0.0 DL + 0.75 *UBR + 0.75 *WL2 + CL A 10.6 0.1 0.0 DL + 0.75 *UBR + 0.75 *WL2 + CL B 18.8 0.0 0.0 DL + 0.75*UBL + 0.75*WR2 + CL A 3.9 2.1 0.0 DL + 0.75 *UBR + 0.75 *WL2 + CL C 3.9 -2.1 0.0 DL + 0.75 *UBL + 0.75 *WR2 + CL B 18.8 0.0 0.0 DL + 0.75 *UBL + 0.75 *WR2 + CL C 10.6 -0.1 0.0 DL + 0.75 *LL + 0.75 *WLR + CL A 8.9 2.8 0.0 DL + 0.75 *LL + 0.75*WLR + CL B 21.4 0.0 0.0 DL + 0.75 *UBR + 0.75 *WR2 + CL A 12.2 2.1 0.0 DL + 0.75 *LL + 0.75*WLR + CL C 7.3 -0.7 0.0 DL + 0.75 *UBR + 0.75 *WR2 + CL B 18.8 0.0 0.0 DL + 0.75 *UBR + 0.75 *WR2 + CL C 2.3 -0.1 0.0 DL + 0.75 *SL + 0.75*WLR + CL A 6.8 2.4 0.0 DL + 0.75 *SL + 0.75*WLR + CL B 15.9 0.0 0.0 DL +CL +.75(SL +,7Em1(L)) A 6.4 -2.0 0.0 DL + 0.75 *SL + 0.75 *WLR + CL C 5.2 -0.3 0.0 DL +CL +.75(SL +.7Em1(L)) B 21.1 0.0 0.0 DL+CL+.75(SL+.7Eml(L)) C 9.4 -5.1 0.0 DL + 0.75 *UBL + 0.75*WLR + CL A 2.7 2.4 0.0 DL + 0.75 *UBL + 0.75 *WLR + CL B 16.1 0.0 0.0 DL +CL +.75(SL +.7Em2(L)) A 7.0 -1.9 0.0 DL + 0.75 *UBL + 0.75*WLR + CL C 9.4 -0.3 0.0 DL +CL +.75(SL +.7Em2(L)) B 22.0 0.0 0.0 Job Number. 220418 Feb 9, 2005 At: frame line 2 C:\DsnLib1220418W NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By arashs Z7 Page: 2 of 3 .p ZS 20 z �r Job Number. 220418 Feb 9, 2005 At: frame line 2 C:1DsnLib1220418W NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By: arashs Page: 3 of 3 csi + C Hor + Schematic all reactions B are in kips. 1 kip = 1,000 pounds.) A Frame Reaction Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL +CL +.75(SL +.7Em2(L)) C 10.1 -5.2 0.0 DL +CL+.75(SL +.7Em1(R)) A 9.4 5.1 0.0 DL +CL +,75(SL +.7Eml (R)) DL +CL +.75(SL +.7Em1(R)) B 21.1 C 6.3 0.0 2.0 0.0 0.0 ,,�� 1l e Cm 1. V E Z , T f r d 6R) /VL 1,J auDE DL +CL +.75(SL +.7Em2(R)) A 10.1 5.1 0.0 DL +CL +.75(SL +.7Em2(R)) B 22.1 0.0 0.0 SHE a- JA VI V f AA) $6i 5 r' G 6-LOc)nl 0 DL+CL +,75(SL+.7Em2(R)) C 7.0 1.9 0.0 .6DL +.7Em1(L) A -1.6 -4.6 0.0 iloT .6DL+.7Eml (L) B 1.6 0.0 0.0 .6DL +.7Em1(L) C 2.5 -4.8 0.0 .6DL +.7Em2(L) A -0.7 -4.5 0.0 .6DL+.7Em2(L) B 2.9 0.0 0.0 .6DL +.7Em2(L) C 3.5 ' -4.9 0.0 .6DL +.7Em1(R) A 2.6 4.8 0.0 .6DL +.7Eml(R) B 1.7 0.0 0.0 .6DL +.7Em1(R) C -1.6 4.6 0.0 .6DL+.7Em2(R) A 3.4 4.9 0.0 .6DL +.7Em2(R) B 2.9 0.0 0.0 .6DL+.7Em2(R) C -0.7 4.5 0.0 20 z �r Job Number. 220418 Feb 9, 2005 At: frame line 2 C:1DsnLib1220418W NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. By: arashs Page: 3 of 3 csi r fi NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . Building Use Category 11- Standard • Roof Type (G or SS) Gable '► Terrain Category 1.00 C (see Section 6.5.6.1) 1.00 '► Exposure of Roof Partially Exposed 2.25 , a' Roof Surface Type Unobstructed Slipper/ Surface (.e. Metal)' ■ Length (ft) 5,t- ^° Width (ft) 80 have Height (ft) 6 18 50;; Ridge Height 21.83 Roof Slope (in/ft) 1,4:: Roof Angle (degrees) 4.764. 'Sloped Roof Snow Load, p., (psf) 17.500 ` Thermal Condition All structures except as indicated below. , v. Ground Snow Load, p g (psf) W5:0' Exposure Factor, C 1.00 ,Thermal Factor, C, 1.00 Roof Slope Factor, C 1.00 Importance Factor, I 1.00 (70/13 + 0.5 2.25 Minimum Value of, p (psf) _ No Min Flat Roof Snow Load, p f (psf) 17.5 11/19/2004 8:55 AM '1N3VNf100O 3H1 AO )J.3 dflO 3H1 01 am SI 11 30110N S1H1 NVH1 NV31O 999191 3VJV d SIHI NI iN9Wn0O0 3H1 AI :3011ON Date: 11/19/04 8:41 AM Job Number: 220418 Engineer: arashs Frames Need Not Be Analyzed Under Partial Loading Unbalanced Snow Load is Required Unbalanced Snow Loadings At Ridge At Eave Leeward Side (psf) 30.19 30.19 Uniform Load 'Windward Side (psi) 5.25 Section 7.5.1 Continuous Beam Systems Continuous beam systems shall be investigated for the effects of the three loadings shown in Fig. 7-4: • Case 1: Full balanced snow load on either exterior span and half the balanced snow load on all other spans. • Case 2: Half the balanced snow load on either exterior span and full balanced snow load on all other spans. • Case 3: All possible combinations of full balanced snow load on any two adjacent spans and half the balanced snow load on all other spans. For this case there will be (n -1) possible combinations where n equals the number of spans in the continuous beam system. ASCE 7 -2002 SNOW LOADS ASCE 7 -02 Snow Loads.xis Table 7 -3 Table 7 -3 Fig. 7 -1 Table 7 -2 Table 7 -3 Fig. 7 -2 Table 7-4 Sec. 7.3.4 Sec. 7.3.4 Sec. 73 Sec. 7.10 ASCE 7 -02 Snow Loads.xls --).• Wind Coefficients For Components and Cladding Alf-- Building Type Load Case Iviember Trib. Area -C'-Cr 1 I 3E 4E GC., GC-, 2 3 4 Zone ] one 2 Zone 3 Zone 1 Zone 2 Zone 3 Purlins- Suction 147.00 -0.900 -1.100 -1.100 -1.080 -1.280 -1.280 Purlins - Pressure 147.00 0.200 0.200 0.200 0.380 0.380 0.380 1E & 4E 2E Zone 4 Zone 5 6E Zone 4 Zone 5 3 Girts- Pressure 147.00 0.794 0.794 -0.30 0.894 0.894 0.79 Girts- Suction 147.00 -0.894 -0.988 0.58 -0.984 -1.069 -0.66 Endwall Column- Pressure 370.00 0.723 0.723 -0.63 0.831 0.831 . Endwall Column- Suction 370.00 -0.823 -0.846 -0.921 -0.942 Zone 1 Zone 2 one 3 Zone 1 Zone 2 Zone 3 B. F. Rafter- Suction 210 -0.900 -1.100 -1.100 -1.080 -1.280 -1.280 B. F. Rafter- Pressure 210 0.200 0.200 0.200 0380 0380 0380 Roof Panels-Suction 'il(r�.!:10 'R,;:3 -1.000 -1.800 -2.800 -1.180 -1.980 -2.980 Roof Panels-Pressure 10;(X1}; 0.300 0.300 0.300 0.480 0,480 0.480 Zone 4 Zone 5 Zone 4 Zone 5 Sidewall Panels - Pressure maw i 1.000 1.000 1.080 1.080 Sidewall Panels- Suction 0.0,3:0: `;y' -1.100 -1.400 -1.170 -1.440 OVERHAI Q :- Zone 1 Zone 2 1 Zone 3 Purlins 147.00 -1.481 -1.481 -0.800 B.F. Rafters 210 -1371 -1371 -0.800 Roof Panels Pa Zi 'a -1.700 -1.700 -2.800 Figure 6-4 MWFRS External Pressure Coefficients, GC Case A Building Type Load Case End Zone Coefficients Interior Zone Coefficients lE 2E • 3E 4E 1 2 3 4 Enclosed Building -GC 0.79 -0.89 -0.35 -0.25 0.58 -0.51 -0.19 -0.11 +GC 0.43 -1.25 -0.71 -0.61 0.22 -0.87 -0.55 -0.47 Figure 6-4 MWFRS External Pressure Coefficients, GC Case B 1E & 4E 2E 3E 5E 6E 1 & 4 2 3 5 6 Enclosed Building -GC -0.30 -0.89 -0.35 0.79 -0.25 -0.27 -0.51 -0.19 0.58 -0.11 +GC0 -0.66 -1.25 -0.71 0.43 -0.61 -0.63 -0.87 -0.55 0.22 -0.47 Building Use Category 11- Standard l• Gable 1 ' Roof Type Length (ft) 4WG?S'r, 6.; Width (ft) §0 8.011,' Bay Spacing (ft) . i IERIT ,. i:Ng:? ; ., Endwall Column Spacing (ft) - Eave Height (ft) friail ; SWus Peak Height (ft) 21.833 Mean Roof Height Per Code (ft) 30.000 Roof Slope (in/ft) f y?J]::t)tlil' Roof Angle (degrees) , 4.764 Hurricane Coastline 14o 1 Wind Velocity, V (mph) :jg• {;.85;.11;!• Exposure Category 9 I v ..--- Importance Factor, I 1.00 Velocity Pressure Exposure Coef., K 0.701 Velocity Pressure, g,, (psf) I1.014 Enclosure Classification 0.18 Enclosed I . -0.18 IBC Wind Load Factor, co 1.3 Design Velocity Pressure, w x g h 14.319 rQ� Job Number: Engineer: Date: MATOMMOROVR A11A3RSti r4.. r ".:7;; r Wind Coefficients for MWFRS 4' a:6.40ft otes 1) If a parapet equal to or higher than 3 feet is provided around the perimeter of roof with 0 510 degrees, Zone3 shall be treated as Zone 2. 2) External pressure coefficients for walls are permitted to be reduced by 10 percent where 0 510 degrees 3) Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 4) Each component shall be designed for maximum positive and negative pressures. 5) This calculation sheet is effective only for buildings, which meet the low -rise criteria. 6) The default purlin spacing is the larger of L/3 or 5 feet, and the default girt spacing is the larger of L/3 or 6.55 feet for tributary area calculations. 7) The default endwall column height is the Front Sidewall Eave Height for tributary area calculations. arg tC.. BLOW= SYSTEMS„ L.P. Last Revised On: 1/03/03 . -- Cog a -r 19 GEE Foe co t4 1 901 , 5Ej s »,JD G i fl &Di Page 1 Z Z � W 6 O 0 in 0 W= 2LL W LL. to = F. W Z = 1- 0 Z W • W UCI • N O 1-- W W H H Lt.- co .. W o � Z fl 1 Job Number: 220418 Engineer: ARASHS "i' " MEMO Date: 11!19!04 8:55 AM t:: _. SYSTEMS, L.P. ASCE 7 -98 Wind Loads Main Wind Force Resisting Systems WIND PERPENDICULAR TO RIDGE : (CASE -A) NCI Building Systems L.P. Wind Direction 0.580 Wind Direction Wind Direction -► Wind Direction 0.220 0.790 0.430 -0.51 -0.190 GhCp + GCpi Interior Zone -0.87 -0550 GhCp - GCpi Interior Zone -0.89 -0.350 GhCp + GCpi End Zone - 1.25 - 0.710. GbCp - GCpi End Zone Gable Lowrise -0.110 -0.470 -0.250 -0.610 Page 1 20 Job Number. 220418 Engineer: ARASBS Date: 11/19/04 8:55 AM NCI Building Systems L.P. B I/ C7r S, LC P. ASCE 7 -98 Wind Loads Roof Coefficients For Purlins CL if Ridge -1.28 -1.28 -1.28 6.40 ft -1.28 L 1.28 1 -1.281 -128 1 -1.28 1 1 t a 1 1 • 1 1 1 1 1 -1.08 -1.08 ' -1.08: -1.08 I -1.28 -11---- ope Slare� 1 I ; 1 1 1 L -1.28 -1.28 . -1.281 -1.28 1 -1.28 71 N/A. N/A Suction Coefficients CL of Ridge I 6.40 ft 038 038 038 0.38 L 038 i 0.38 • 1 1 I 038 038 : 0.38 0.38 Slope' Sloped I I I 0.38 038 1 0.38 1• -- 038 038 I . 0.38 i 038 i 0.38 ,r �r 6.40 ft N/A N/A Pressure Coefficients Gable Lowrise -r . • 6.40 ft 6.40 ft 6.40 ft 6.40 ft 1 6.40 ft Page 2 21 z aI- w • 2 J U O • D WH N W 2 � Q to a 1.. W ' z = ' zO U � O N' 1-- W W u O .. z U= O ~ z A: s:a Zv. ,.: {4i.1ri .: 11t;J.:u.er.wN,nN„i.ir+:+a Job Name: Job No: Engineer : Date : Back Roof Weight = BSW Weight, psf 220418 ARASHS 2/9/05 1:03 PM 3 • 18.500 psf = Eave Height, ft = I 18.500 INTERIOR FRAMES 3 Jpsf = FSW Weight. NOTE: ALL "YELLOW" FIELDS REQUIRE INPUT DATA 11 General Building Description: Building Seismic Use Category Roof Type (Gable or Single Slope) Building Length Building Width Bay Spacing/Tributary Width Mean Roof Height Roof Slope (in /ft) Distance To Ridge From FSW/If Single Slope To Mean Roof Is Rigid Frame Modular (with Interior Columns) ? Seismic Design Data: Spectral Response Acceleration At Short Periods, S Spectral Response Acceleration At 1-Second Period, S Site Class (A, B, C, D, E or F) Response Modification Factor, R System Overstrength Factor, QQo Special Seismic Loads: Snow Load To Be Included With Seismic, (Input in "psf') Other Special Seismic Loads, (Input in "kips ") 1 9 Ipsf = Front Roof Weight 14"- b0 maa WNG SYSTEMS, L. P. Last Rev. On: 1/31/2003 1.42 0.49 D 3.5 3 I Gable 64 80 21 20.167 1 40 No 0 0 Calculated Seismic Loads For Rigid Frame: $ pQ = Total Horizontal Seismic Load On The Frame t..4 0.2S /1.4 = Total Vertical Component Of Seismic Load On The Frame S2 = Load For Over Strength Moment at Knee w! 1.7 Increase f eet f eet f eet f eet i nch/feet feet g g psf kips 3.624 . 2.210 10.397 kips/Frame kips /Frame kips/Frame 22 'Q - 1.14 X 3.6Z41 5.1 ((.; (x Di(ec o 0. 0 39 c</f., (8 Dtrec<<o r ) 1 ( o. 2 3o 1)4 I. q X Z ..21 = 3.114:A55 _.S2.a QE (,0 (3 S2o Jam• 1 ) 3 > 13' 33 G6. (Foie G,,h). e t , s,; P Calculated Values w e= 2 00 CO 0 9 J 9 W O g sec 0 0 = '' W Z �.. I— O W F- W = Total Effective Seismic Dead Weight 16.338 kips g ui QE = Total Seismic Lateral Force 4.419 kips U 0 ON 0 1— = 0 I—� Li- O Zo Z o � 1 / 3 $0x64 Calculated Seismic Design Category F„ = Site Coefficient "Fa" F„ = Site Coefficient "Fv" I = Importance Factor, 1E SMS = Adjusted Spectral Response "Ss" For Site Class Effects SMI = Adjusted Spectral Response "Si" For Site Class Effects Sps = Design Spectral Resp. Acceleration At Short Period Ssi = Design Spectral Resp. Acceleration At 1 sec. Period C„= Maximum Limit Coefficient On Fundamental Period T = Fundamental Period C = Seismic Coefficient r = Redundancy Coefficient 4 p Reliability- Redundancy Factor s o. x105.4 16.338 s '. NCI Building Systems, L.P. Interior Moment Frames D 1 1.51 1 1.420 0.740 0.947 0.493 1.200 0.333 0.2705 0.328 1.148 To *, 6,956 3 j BAR r 74,J8 VERSE D; REGTior1- c5 rte.) Page 2 23 7.110 7.110 16.254 16.254 3.454 3.454 Job Name: Job No: Engineer: Date: BSW Wr., psf 1 18.5001 BSW Eave Ht., P. V 220418 arash 2/9/05 1:03 PM SEISMIC LOAD FOR LONGITUDINAL BRACING: psf LEW VI eight 3 18.500 s. NOTE: ALL "YELLOW" FIELDS REQUIRE INPUT DATA 11 General Building Description: Building Seismic Use Category Roof Type (Gable or Single Slope) Building Length Building Width Number Of Bays Braced Mean Roof Height Roof Slope (in/ft) Distance To Ridge From FSW (If Single Slope To Mean Roof) Seismic Design Data: Spectral Response Acceleration At Short Periods, S Spectral Response Acceleration At 1- Second Period, S Site Class (A, B, C, D, E or F) Response Modification Factor, R System Overstrength Factor, f2o Special Seismic Loads: Snow Load To Be Included With Seismic, (Input in "psf') Other Special Seismic Loads, (Input in "kips" ) Calculated Seismic Loads For Sidewall Bracing: 1F p4 = Seismic Load /Sidewail /Bay S2 (1.33311.7) = Seismic Load/Sidewall/Bay (w/ 1.7 Increase) 0.2S = Vertical Comp. Of Seismic Load /Sidewail /Bay 4PogrAL rgA trjeg BUILDING SYSTEMS, L. Ft Last Rev. On: 1/31/2003 psf = REW Weight. Back Roof Weight, psf = 9 • sf 9 psf = Front Roof Weight. I 0 SW Eave Ht., ft I Gable 64 80 1 20.167 1 40 1.42 0.49 3.5 3 0 0 FSW FSW Wt., psf feet feet feet inch /feet feet psf kips BSW kips /bay kips /bay kips /bay 24 46: 1. ( 1 M. r . 61 5 k3 r 4 , 2 o e v ` ° 5 - .51,0Q6 , fr(26) # J q.q5 x3 41 ao.1 iJPs (r c J,1 0 ; -) Calculated Values Calculated Seismic Design Category F. = Site Coefficient "Fa" F„ = Site Coefficient "Fv" I = Importance Factor, 1E Sms = Adjusted Spectral Response "Ss" For Site Class Effects Smi = Adjusted Spectral Response "S For Site Class Effects Sps = Design Spectral Resp. Acceleration At Short Period SDI = Design Spectral Resp. Acceleration At 1 sec. Period C„= Maximum Limit Coefficient On Fundamental Period T = Fundamental Period C. = Seismic Coefficient rmax = Redundancy Coefficient ti- p 4tetiability- Redundancy Factor W = Total Effective Seismic Dead Weight QE = Total Seismic Lateral Force NCI Building Systems, L.P. 2c 'Lo 2- Long. Bracing D 1 1.51 1.00 1.420 0.740 0.947 0.493 1.200 0.190 0.2705 0.500 1.441 51.080 13.816 g 9 g g sec kips kips l/ 5 fat ,GL 6,1.6E 5t4ebt 0c C-olgi teD1 ^ 141, Dikec.To C5 J a1O57L 51.08 13.3 z GPs Page 2 25 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS DOCUMENT. LEAR1 N THIS NOTICE IT IS DUE TO THE QUALITY OF Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 Z7 * ** PURLIN DESIGN * ** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) :21. INSET LEFT (FEET) .667 INSET RIGHT (FEET) : 1.250 PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 4.30000 PURLIN DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT 1.00 FEET * ** DESIGN CRITERIA * ** DEAD LOAD (PSF) : 2.50 LIVE LOAD (PSF): 35.50 WIND VELOCITY PRESSURE (q): 14.800 PSF SPECIAL WIND COEFF.: -1.08 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY CHECK :1.035 MAX. DEFLECTION LIMIT PER SPAN : L/180. * ** LOADING COMBINATION * ** 1. DL +LL 2. DL +WL * ** CRITICAL ROW SUMMARY * ** JOB NUMBER : 220418 ( FULL OPTIMIZATION ) SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .6670 .0000 8Z12 .0000 - 1.0800 -.0583 .1628 2 19.0830 .0000 8Z12 .0000 - 1.0800 -.0583 .1628 3 1.2500 .0000 8Z12 .0000 - 1.0800 -.0583 .1628 28 * ** FLANGE BRACE INFORMATION * ** SPAN NOLENGTH OUTSIDE INSIDE SPAN NO (FT.) BRACES BRACES 1 .667 1 @.6667 • 1 @.6667 2 19.083 20 @1.0000 1 @19.0833 3 1.250 2 @1.0000 1 @1.2500 = �' ;H- re W Q � J U U O JE U) W W O 1 1-- _ I- O Z F- N 0 O N W W H U u. Z w U= 0 Z * ** PURLIN DESIGN * ** JOB NAME: 220418 PAGE 2 LOADING COMBINATION -- DL +LL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.04! -.11! 9.52 12.55 .01 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP 1 MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.04! 1.55! 9.52 12.55 .12 .00 .02! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 7.33! .00! 9.52 12.55 .00 .77 .77! 191 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.13! -1.56! 9.52 12.55 .12 .01 .02! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) 1 SHEAR BEND COMB! -L /- !LS! -.13! .20! 9.52 12.55 .02 .01 .00! ILL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 60 !RL! .00! .001 .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! 29 Z Z '~ w JU 00 N 0 . W I J 1. N � W O 2 tL Q = ? I- O Z 1- u j 0 O N 0 F- Ww S 1- H .2! 0 Z * ** PURLIN DESIGN * ** JOB NAME: 220418 PAGE 3 LOADING COMBINATION -- DL +WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! .00 .00 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .01! .04! 12.69 16.74 .00 .00 .00! SP!LOIMOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .01! -.55! 12.69 16.74 .03 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -2.62! .00! 6.35 16.74 .00 .41 .00! 536 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .05! .56! 12.69 16.74 .03 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .05! -.07! 12.69 16.74 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! .00! .00! .00 .00 .00 .00 .00! 168 !RL! ..00! .00! .00 .00 .00 .00 .00! !RS!. .00! .00! .00 .00 .00 .00 .00! 3-0 Z 1 c 00 co J = H U) u_ WO }} g �Q = a � Z = ' F O Z I- 0 0- OH W H� O . W U = 0 � z Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 31 * ** EAVE STRUT DESIGN * ** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) :21. BAY SPACING (FEET) • INSET LEFT (FEET) : .6670 INSET RIGHT (FEET ) :1.2500 EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) : 2.2000 EAVE STRUT DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT 1.00 FEET * ** DESIGN CRITERIA * ** JOB NUMBER : 220418 ( FULL OPTIMIZATION ) DEAD LOAD (PSF) : 2.500 LIVE LOAD (PSF):35.500 WIND VELOCITY PRESSURE (q): 14.800 PSF SPECIAL WIND COEFF.: -1.280 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.030 MAX. SHEAR OR BENDING UNITY CHECK :1.030 MAX. DEFLECTION LIMIT PER SPAN : L /100. SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 .67 8ES16 1.058 10.94 - 1.2800 -.0363 .0833 2 19.08 8ES16 1.058 10.94 - 1.2800 -.0363 .0833 3 1.25 8ES16 1.058 10.94 - 1.2800 -.0363 .0833 JOB NAME: 220418 * * ** DEAD -h LIVE LOAD * * ** * ** EAVE STRUT DESIGN * ** SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -93 RS! -.02! .06! 5.37 2.14 ! .03 .00 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.02! .79! 5.37 2.14 ! .37 .00 .37! 2!FM! 3.75! .00! 5.37 2.14 ! .00 .70 .70! -301 RS! -.07! -.80! 5.37 2.14 ! .37 .01 .37! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES 1 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.07! -.10! 5.37 2.14 ! .05 .01 .05! 3!FM! .00! .00! .00 .00 ! .00 .00 .00! -94 RS! .00! .00! .00 .00 ! .00 .00 .00! ... w:+. ii...+i:+�.v "+:R. NM PAGE 2 UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL JOB NAME: 220418 * * ** DEAD + WIND LOAD * ** EAVE STRUT DESIGN * ** PAGE 3 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #!, K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/ !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 213 RS! .01! -.02! 7.16 2.86 ! .01 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .01! -.35! 7.16 2.86 ! .16 .00 .16! 2!FM! -1.64! .00! 2.89 2.86 ! .00 .57 .57! 690 RS! .03! .35! 7.16 2.86 ! .16 .00 .16! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .03! .05! 7.16 2.86 ! .02 .00 .02! 3!FM! .00! .00! .00 .00 ! .00 .00 .00! 216 RS! .00! .00! .00 .00 ! .00 .00 .00! 33 CL Wes O 0 N D J CO IL. W 0 �. J. LL? F _ . Z �. F- 0 W ~ • W U� O N o ff- W W 1- w Z w 0 Z c/ ro4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR'THAN THIS NOTICE IT 1S DUE TO THE QUALITY OF THE DOCUMENT. ) Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 * ** GIRT DESIGN * ** * ** FRONT SIDEWALL * ** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) * ** DESIGN CRITERIA * ** * ** 2. WLS .--- --...r JOB NUMBER : 220418 ( FULL OPTIMIZATION ) :21. .6667 : 1.00/12 : 8.00 OUTSIDE FLANGE BRACED AT 1.00 FEET INSET RIGHT (FEET) : 1.2500 MAX. TRIBUTARY SPACING (FT.) : 6.6458 GIRT CONDITION :BY -FRAME WIND VELOCITY PRESSURE (q): -14.80 PSF WIND LOAD PRESSURE COEFF. : 1.00 WIND LOAD SUCTION COEFF. 1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/120. SPAN BAY MAX PRESSURE SUCTION . PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 19.0833 6.6458 1.0000 - 1.0000 .0984 -.0984 LOADING COMBINATION * ** 1. WLP ditip ( ) W;77J P /9s),e• Ggrr. * ** CRITICAL ROW SUMMARY * ** &; JD GOAD c; rN $vcoi SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 19.0833 .0000 8Z16 .0000 35 Z W 6 0 cn • Lu J • L W O } J IL. = • d �.. W Z F.. 1- 0 Z F- to U � O — CI I— W H I= = O .. Z W co 0 H O Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. trj tS) 1- 4 z • H 0 o • H co GI W 0) * ** GIRT DESIGN * ** * ** FRONT SIDEWALL * ** JOB NAME: 220418 PAGE 2 LOADING COMBINATION -- WLP SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS A DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .94! 6.63 3.05 .31 .00 .10! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! 4.48! .00! 6.63 3.05 .00 .68 .68! 178 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.94! 6.63 3.05 .31 .00 .10! 37 z = Z Q : 2 J U O 0 W = J W W W 0 J < = ▪ W Z F. F- 0 Z F- W • W 0 O (12 O H W W . H 0 . u O . Z W 0 z *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NAME: 220418 PAGE 3 r7h) LOADING COMBINATION -- WLS SP!LOIMOMENTI SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- !LS! .00! -.94! 6.63 3.05 .31 .00 .10! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -4.48! .00! 4.64 3.05 .00 .97 .00! 178 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .94! 6.63 3.05 .31 .00 .10! 38 A Q. ^ I •■■ Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 39 * ** GIRT DESIGN * ** * ** LEFT ENDWALL * ** Z * ** GEOMETRIC DATA * ** • BAY SPACING (FEET) :4 @20.000 Q INSET LEFT (FEET) .3333 INSET RIGHT (FEET) .3333 J 0 ROOF SLOPE .00/12 MAX. TRIBUTARY SPACING (FT.) : 6.6458 00 D GIRT DEPTH (INCH) : 8.00 GIRT CONDITION :BY -FRAME 111 = - i 1 OUTSIDE FLANGE BRACED AT 1.00 FEET W * ** DESIGN CRITERIA * ** J � WIND VELOCITY PRESSURE (q): -14.80 PSF (O d WIND LOAD PRESSURE COEFF. : 1.00 WIND LOAD SUCTION COEFF. :- 1.00 = W MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 Z ali MAX. SHEAR OR BENDING UNITY CHECK : 1.03 O MAX. DEFLECTION LIMIT PER SPAN :L/120. Z1- 0 ON 0 I- SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION W W -''' NO. SPACING TRIB SPA COEF ' COEF (KLF) (KLF) H 0 LL. ~O 1 19.6667 6.6458 1.0000 - 1.0000 .0984 -.0984 „ Z 2 20.0000 6.6458 1.0000 - 1.0000 .0984 -.0984 W CO 3 20.0000 6.6458 1.0000 - 1.0000 .0984 -.0984 H 2 4 19.6667 6.6458 1.0000 - 1.0000 .0984 -.0984 0 Z * ** LOADING COMBINATION * ** 1. WLP 2. WLS * ** CRITICAL ROW SUMMARY * ** ' JOB NUMBER : 220418 ( FULL OPTIMIZATION ) SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 ' 19.6667 .0000 8Z16 1.2291 2 20.0000 1.2291 8Z16 1.2291 3 20.0000 1.2291 8Z16 1.2291 4 19.6667 1.2291 8Z16 • .0000 * ** FLANGE BRACE SPAN NOLENGTH SPAN NO (FT.) 1 19.667 2 20.000 3 20.000 4 19.667 INFORMATION * ** OUTSIDE BRACES ' 2001.0000 2001.0000 2001.0000 2001.0000 INSIDE BRACES 1 @20.0000 1020.0000 1020.0000 1020.0000 40 z za '~ Z -J C.) U 0 U) 0 (0 ILI 0 � } g J Q co = a � W Z 2 I- 0 Z I- W uj O - O H W W' .Z I H U. I Z . LLl U =: O ff. z LOADING COMBINATION -- WLP * ** * ** GIRT DESIGN LEFT ENDWALL * ** * ** JOB NAME: 220418 PAGE 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL !LS! -4.12! 1.18! 13.25 6.09 .26 .31. .16! !LL! -2.75! 1.06! 6.63 3.05 .35 .41 .29! 4!FM! 2.92! .00! 6.63 3.05 .00 .44 .44! 339 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -.76! 6.63 3.05 .25 .00 .06! 41 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 1 H , Z !LS! .00! .76! 1.96 3.05 .25 .00 .061 Q 2 !LL! .00! .00! .00 .00 .00 .00 .00! 6 n 1!FM! 2.92! .00! 6.63 3.05 .00 .44 .44! 339 U O ! RL! -2.74! -1.06! 6.63 3.05 .35 .41 .29! 0 p !RS! -4.12! -1.18! 13.25 6.09 .26 .31 .16! WI J I- S P ! LO ! MOMENT ! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL N LL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- W 0 !LS! -4.12! 1.05! 13.25 6.09 .23 .31 .15! g !LL! -2.91! .93! 6.57 3.05 .30 .44 .291 u- 2!FM! 1.45! .00! 6.63 3.05 .00 .22 .22! 1041 N d !RL! -1.80! -.80! 6.63 3.05 .26 .27 .14! H W !RS! -2.86! -.92! 13.25 6.09 .20 .22 .09! Z N I- 0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL WF - . 1 #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- ? Q O !LS! -2.86! .92! 13.25 6.09 .20 .22 .09! 0 N O- !LL! -1.80! .80! 6.63 3.05 .26 .27 .14! CI H 3!FM! 1.45! .00! 6.63 3.05 .00 .22 .22! 1041 W W !RL! -2.90! -.93! 6.57 3.05 .30 .44 .29! I- H !RS! -4.12! -1.05! 13.25 6.09 .23 .31 .15! L I 0 Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- -:L Z iriYS14.4wl ti:u.vuudi wu'iu «::aaaw +. Y• r.. • .a N JOB NAME: 220418 oom LOADING COMBINATION -- WLS GIRT DESIGN LEFT ENDWALL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES PAGE 3 UNITY CHECKS ! DEFL !LS! 4.12! -1.18! 13.25 6.09 .26 .31 .16! !LL! 2.75! -1.06! 6.63 3.05 .35 .41 .29! 4!FM! -2.92! .00! 4.64 3.05 .00 .63 .00! 339 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .76! 1.96 3.05 .25 .00 .06! 42 ! # ! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- H 4-- Z !LS! .00! -.76! 6.63 3.05 .25 .00 .06! re 2 !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -2.92! .00! 4.64 3.05 .00 .63 .00! 339 U 0 ! RL! 2.74! 1.06! 6.63 3.05 .35 .41 .29! 0 0 !RS! 4.12! 1.18! 13.25 6.09 .26 .31 .16! W = SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u_ to ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) 1 SHEAR BEND COMB? -L /- W 0 2 } !LS! 4.12! -1.05! 13.25 6.09 ! .23 .31 .15! g J !LL! 2.91! -.93! 6.63 3.05 ! .30 .44 .28! u.< 2!FM! -1.45! .00! 4.64 3.05 .00 .31 .00! 1041 a !RL! 1.80! .80! 6.63 3.05 .26 .27 .14! F !RS! 2.86! .92! 13.25 6.09 .20 .22 .09! . Z H i- 0 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Will ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- :ED !LS! 2.86! -.92! 13.25 6.09 .20 .22 .09! U - to O- !LL! 1.80! -.80!. 6.63 3.05 .26 .27 .14! 0 1-- 3!FM! -1.45! .00! 4.64 3.05 .00 .31 .00! 1041 = W !RL! 2.90! .93! 6.63 3.05 .30 .44 .28! 1- H !RS! 4.12! 1.05! 13.25 6.09 .23 .31 .15! L!-p .....Z SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES 1 UNITY CHECKS ! DEFL V 'Li- I/2 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! - / - O H Z 3. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Design Thk:: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 * ** ENDWALL DESIGN * ** 44 * ** LEFT ENDWALL * ** * ** ENDWALL RAFTER * ** * ** GEOMETRIC DATA * ** ENDWALL COLUMN SPACING: 4 @20.000 ENDWALL COLUMN SPACING: ENDBAY (FEET) :21.0000 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE : 1.00/12 PURLIN SPACING (FEET) : 5.017 * ** DESIGN CRITERIA * ** DEAD LOAD (PSF) WIND VELOCITY PRESS(q): SPCL. GCp @ ENDBAY /2 . SHEAR OR BENDING LIMIT: * ** LOADING COMBINATION * ** 1. DL +LL 2. DL +WL 3. DL +0.5LL +WL 4. DL +LL +0.5WL * ** LOADING * ** SPAN ANALYSIS LENGTH OH 1.0035 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 1 19.0659 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 2 20.0693 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 3 20.0693 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 4 19.0659 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 OH 1.0035 10.5000 - 1.2800 .0000 - 1.2800 -.1623 .4081 * ** DESIGN RESULTS * ** MEM SIZE 1 2 3 4 W10X12 W10X12 W10X12 W10X12 JOB NUMBER : 220418 ( ANALYSIS ONLY ) 3.500 14.800 PSF -1.280 1.035 PURLIN EXTN. (FEET) BACK SIDE CANOPY (FT) BACK SIDE ROOF SLOPE LIVE LOAD (PSF) BUILDING CONDITION (E,P,0): SPCL. GCp @ OVERHANG RAFTER DEFLECTION LIMIT . .0000 .0000 1.00/12 35.500 E -1.280 L/180. GCp PURLIN GCpX DL +WL DL +LL ENDBAY /2 COEF. EXTN. COEF. (KLF) (KLF) LENGTH 25.1179 14.0173 14.0173 25.1179 Z W r aa t J0 O 0 mo o . J N W W O 2 g a co 2 d l-W Z = ZO uj UC) co O - OH W W H H u' O , Z U S O Z JOB NAME: 220418 PAGE 2 F ' LOADING COMBINATION -- DL +LL ' MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL Z # ! # ! ! K -FT! KIP 1 MOMENT SHEAR ! SHEAR BEND ! -L /- 2 • ! ! * *! i 3.04! 23.46! ! i .01! Ce 1 1 -.21. 3.04. 23.46. .00. .10. .01. ! 1 !FM! 11.15! .00! 23.46! .00! .00! .52! 591 ! 1 !RS!- 16.35! -4.74! 23.46! .00! .15! .77! U O ! 2 !LS!- 16.35! 4.29! 23.46! .00! .14! .77! 0 ! 2 ! * *1 -2.16! 1.82! 23.46! .00! .06! .10! W = J I- MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL Ow # ! # ! ! K -FT! KIP 1 MOMENT SHEAR ! SHEAR BEND ! -L /- in 2 ! 2 ! * *! 2.16! 1.82! 23.46! .00! .06! .10! g J ! 2 !FM! 6.24! .00! 23.46! .00! .00! .29! 1560 LL ! 2 ! * *! 12.37! -3.90! 23.46! .00! .12! .58! = C7 FW MEM !SPN !LO !MOMENT ! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL ' ZI.- # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- ZO * ** RAFTER DESIGN * ** LEFT ENDWALL 3 ! 3.! * *!- 12.37! 3.90! 23.46! .00! .12! .58! 2 j 1 3 !FM! 6.24! .00! 23.46! .00! .00! .29! 1560 D 0 ! 3 ! * *! -2.16! -1.82! 23.46! .00! .06! .10! p N 0 !-- MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL = uI # ! # ! 1 K -FT! KIP 1 MOMENT SHEAR ! SHEAR BEND 1 -L /- F- H Li: O LLI Z U= rz 0 4 _ 4 3 ! * *! 2.16! -1.82! 3 !RS!- 16.35! - 4.29! 4 !LS!- 16.35! 4.74! 4 !FM! 11.15! .00! 4 ! * *! .21! -3.04! 23.46! 23.46! 23.46! 23.46! 23.46! .00! .00! .00! .00! .00! * ** * ** .06! .14! .15! .00! .10! .10! .77! .77! .52! 591 .01! 45 Z ..... ✓.it . •l:LS c:e stuu1444 ' liNiu[.b la/A 3:44 JOB NAME: 220418 LOADING COMBINATION -- DL +WL MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- Z 1 ! 1 ! * *! .08! -1.21! 23.46! .00! .04! .00! CC W 2 ! 1 !FM! -4.43! .00! 10.80! .00! .00! .45! 1614 D ! 1 !RS!. 6.50! 1.88! 23.46! .00! .06! .31! _10 1 1 2 !LS! 6.50! -1.711 23.46! .00! .05! .31! p ! 2 ! * *! .86! -.73! 23.46! .00! .02! .04! W = MEM !SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL (Ow # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- W O 2 ! 2 ! * *! -.86! -.73! 23.46! .00! .02! .04! g 5 ! 2 !FM! -2.48! .00! 10.80! .00! .00! .25! 3981 u.< ! 2 ! * *! -4.92! 1.55! 23.46! .00! .05! .23! W 0 = W H MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL Zi # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 1-0 W ~ 3 ! 3 ! * *! 4.92! -1.55! 23.46! .00! .05! .23! g lw ! 3 !FM! -2.48! .00! 10.80! .00! .00! .25! 3981 Do ! 3 ! * *! .86! .73! 23.46! .00! .02! .04! p N CH MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL W W # ! # ! ! K -FT! KIP 1 MOMENT SHEAR 1 SHEAR BEND ! -L /- = H LL' O W Z U= O I- 4 3 ! * *! 3 !RS! 4 !LS! 4 !FM! 4 ! * *! t -.86! 6.50! 6.50! -4.43! -.08! .73! 1.71! -1.88! .00! 1.21! * ** RAFTER DESIGN * ** * ** LEFT ENDWALL * ** 23.46! 23.46! 23.46! 10.80! 23.46! .00! .00! .00! .00! .0.0! .02! .05! .06! .00! .04! .04! .31! .31! .45! 1614 .00! PAGE 3 46 Z JOB NAME: 220418 LOADING COMBINATION -- DL +0.5LL +WL 2 ! 2 ! * *! .12! .10! 23.46! ! 2 !FM! -4.43! .00! 25.46! ! 2 ! * *! .71! .22! 23.46! * ** RAFTER DESIGN * ** * ** LEFT ENDWALL * ** MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP 1 MOMENT SHEAR 1 SHEAR BEND ! -L /- 1 1 ! * *! -.01! .17! 23.46! .00! .01! .00! 1 !FM! -4.43! .00! 23.46! .00! .00! .21! 9999 1 IRS! -.94! -.27! 23.46! .00! .01! .04! 2 !LS! -.94! .25! 23.46! .00! .01! .04! 2 ! * *! -.12! .10! 23.46! .00! .00! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- .00! .00!' .00! 3 ! 3 ! * *! -.71! .22! 23.46! .00! ! 3 !FM! -4.43! .00! 23.46! .00! ! 3 ! * *! -.12! -.10! 23.46! .00! 4 3 ! * *! .12! -.10! 23.46! .00! 3 !RS! -.94! -.25! 23.46! .00! 4 !LS! -.94! .27! 23.46! .00! 4 !FM! -4.43! .00! 23.46! .00! 4 ! * *! .01! -.17! 23.46! .00! .00! .00! .01! .01! .00! .00! .00! .01! .01! .00! .01! . 01! . 21! 9999 .03! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- . 03! .21! 9999 .01! MEMISPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR 1 SHEAR BEND 1 -L /- .01! .04! .04! .21! 9999 . 00! PAGE 4 47 tl. ��.: rr. V. un:. H}:.:'{ Aiv'r•FL:Yh�.L{ "s'u. +tr >'�pv:it y ` +j. W t .....rrY...r..nea:W'..w.�+ «ww.aait N:lNL4hl::.4l/wYla ► n:k diyi$4e zw2...' uts +utp +. JOB NAME: 220418 PAGE 5 'LOADING COMBINATION -- DL +LL +0.5WL MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 1 ! 1 ! * *! -.16! 2.30! 23.46! ! 1 !FM! -4.43! .00! 23.46! ! 1 !RS!- 12.36! -3.58! 23.46! ! 2 !LS!- 12.36! 3.25! 23.46! ! 2 ! * *! -1.63! 1.38! 23.46! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # 1 ! K -FT! KIP ! MOMENT SHEAR ! • SHEAR BEND ! -L /- 2 ! 2 ! * *! 1.63! 1.38! 23.46! ! 2 !FM! -4.43! .00! 23.46! 1 2 ! * *! 9.36! -2.95! 23.46! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 3 1 3 ! * *! -9.36! 2.95! 23.46! ! 3 !FM! -4.43! .00! 23.46! ! 3 ! * *! -1.63! -1.38! 23.46! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP 1 MOMENT SHEAR ! SHEAR BEND ! -L /- 4 ! 3 ! * *! 1.63! -1.38! 23.46! ! 3 !RS!- 12.36! -3.25! 23.46! ! 4 !LS!- 12.36! 3.58! 23.46! 1 4 !FM! -4.43! .00! 23.46! ! 4 ! * *! .16! -2.30! 23.46! * ** RAFTER DESIGN * ** * ** LEFT ENDWALL . 00! .00! .00! .00! .00! .00! . 00! .00! .00! . 0 0 ! .00! .00! . 00! .00! .00! .00! * ** .07! .00! .11! .10! .04! .04! .00! .09! .09! .00! .04! .04! .10! .11! .00! .07! .01! .21! 807 . 58! .58! . 08! .08! .21! 2098 .44! .44! .21! 2098 .08! • . 08! . 58! . 58! .21! 807 .01! 48 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC COLUMN DESIGN LEFT ENDWALL JOB NUMBER : 220418 *** *** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) BAY SPACING (FEET) FS EAVE HEIGHT (FEET) FS TO RIDGE (FEET) END FRAME (BF,MF) PURLIN DEPTH (INCHES) ENDWALL BRACING TYPE ** COL ci 1 2 3 4 A r r 5 DESIGN CRITERIA *** 1.DL +LL 2.DL+WLP 3.DL+WLS 4.DL +0.5LL +WLP 5.0L +0.5LL +WLS 6.DL +LL +0.5WLP 7.DL +LL +0.5WLS * ** DESIGN RESULTS AND SECTION ANAL. SIZE LENGTH 8X3.5C14 17.223 W8X10 18.808 W8X10 20.474 W8X10 18.808 8X3.5C14 17.223 ( ANALYSIS ONLY ) : 4820.000 18.50 40.000 : BF . 8.00 : C WIND VELOCITY PRESSURE (q): 14.80 PSF BUILDING COND. (E,P,O): E COLUMN DEFLECTION LIMIT SPCL.EW COL.PRES.COEF.: 1.000 SPCL.EW COL.SUCTION COEF. SHEAR + BENDING LIMIT : 1.03 SHEAR OR BENDING LIMIT * ** LOADING COMBINATIONS * ** WIND LOADING TRIB. MIDSPAN PRESSURE SOCTION PRESSURE SUCTION COEF. (IQ,F) (1 LF) SPACING HEIGHT COEF. 10.000 20.000 20.000 20.000 10.000 18.917 20.167 21.833 20.167 18.917 ¥- pafa t1b 6 BS EAVE HEIGHT (FEET) FS ROOF SLOPE : 12 GIRT CONDITION RAFTER DEPTH (INCHES) # BAYS : 1 LOCATION :B *** 1.000 1.000 1.000 1.000 1.000 *** *** - 1.000 -1.000 -1.000 -1.000 - 1.000 .148 .296 .296 .296 .148 . 18.50 : 1.00 : BY -FRAME : 8.000 : L /120. : -1.000 : 1.03 -.148 -.296 -.296 -.296 -.148 49 ogsa * ** COLUMN DESIGN * ** * ** LEFT ENDWALL * ** JOB NAME: 220418 PAGE 2 * ** COLUMN NUMBER : 1 SIZE : 8X3.5C14 * ** G1 (FEET) = 7.292 LOAD COMB 1 - 1 2 2 3 3 4 4 5 5 6 6 7 7 LOAD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 7 LOAD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 7 LOC FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 LOC FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 LOC FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 AXIAL BENDING FORCE MOMENT kips kip -ft 3.45 .08 3.45 .03 -1.37 -5'.52 -1.37 -5.37 -1.37 5.46 -1.37 5.35 .20 -5.48 .20 -5.36 .20 5.49 .20 5.36 2.61 -5.43 2.61 -5.33 2.61 5.54 2.61 5.38 AXIAL BENDING FORCE MOMENT kips kip -ft 9.03 .06 9.03 .02 - 3.59 -13.11 - 3.59 -12.44 -3.59 13.06 -3.59 12.42 .52 -13.08 .52 -12.43 .52 13.09 .52 12.43 6.83 -13.04 6.83 -12.41 6.83 13.14 6.83 12.45 AXIAL BENDING FORCE MOMENT kips kip -ft 7.79 .06 7.79 .02 - 3.10 -15.53 -3.10 -14.23 -3.10 15.49 - 3.10 14.22 .45 -15.51 .45 -14.23 .45 15.51 .45 14.23 5.89 -15.47 5.89 -14.21 5.89 15.55 5.89 14.24 ALLOWABLE FORCES > AXIAL MOMENT MOMENT SHEAR kips kip -ft kip -ft kips 11.37 9.76 50.77 50.77 50.77 50.77 15.16 13.01 15.16 13.01 15.16 13.01 15.16 13.01 .39 5.68 3.58 .39 5.80 3.58 .52 7.58 4.77 .52 7.73 4.77 .52 7.58 4.77 .52 7.73 4.77 .52 7.58 4.77 .52 7.73 4.77 .52 7.58 4.77 .52 7.73 4.77 .52 7.58 4.77 .52 7.73 4.77 .52 7.58 4.77 .52 7.73 4.77 * ** COLUMN NUMBER : 2 SIZE : W8X10 * ** G1 (FEET) = 7.292 <---- COMPUTED STRESSES > fa fbo fbi fbw ksi ksi ksi ksi 3.05 .10 -.10 .00 3.05 .04 -.04 .00 -1.21 -20.15 20.15 .00 - 1.21 -19.11 19.11 .00 - 1.21 20.07 -20.07 .00 - 1.21 19.08 -19.08 .00 .17 -20.10 20.10 .00 .17 -19.09 19.09 .00 .17 20.12 -20.12 .00 .17 19.10 -19.10 .00 2.31 -20.04 20.04 .00 2.31 -19.07 19.07 .00 2.31 20.18 -20.18 .00 2.31 19.12 -19.12 .00 * ** COLUMN NUMBER : 3 SIZE : WBX10 * ** G1 (FEET) = 7.292 <----COMPUTED STRESSES > fa fbo fbi fbw ksi ksi ksi ksi 2.63 .08 -.08 .00 2.63 .0 -.03 .00 -1.05 -23.87 23.87 .00 - 1.05 -21.87 21.87 .00 - 1.05 23.80 -23.80 .00 - 1.05 21.85 -21.85 .00 .15 -23.83 23.83 .00 .15 -21.86 21.86 .00 .15 23.84 -23.84 .00 .15 21.86 -21.86 .00 1.99 -23.77 23.77 .00 1.99 -21.84 21.84 .00 1.99 23.90 -23.90 .00 1.99 21.88 -21.88 .00 <-- -UNITY CHECK - - - -> OUTER INNER AXIAL FLGE. FLGE. .30 .01 .01 .35 .00 .01 -.03 .65 .73 -.03 .63 .69 -.03 .64 .72 -.03 .63 .69 .01 .64 .72 .02 .63 .69 .01 .64 .72 .02 .63 .69 .17 .64 .72 .20 .63 .69 .17 .65 .73 .20 .63 .70 COMB UNITY CHECK .32 .36 .75 .72 .69 .66 .71 .68 .74 .71 .54 .49 .90 .90 MAX DEF L/ 0 - 237 237 -237 237 - 237 237 < ALLOWABLE STRESSES > <-- -UNITY CHECK - - - -> COMB Fa Fbo Fbi Fbw OUTER INNER UNITY ksi ksi ksi ksi AXIAL FLGE. FLGE. CHECK 16.23 21.90 25.20 .00 .19 .00 .00 .19 13.24 24.57 25.20 .00 .23 .00 .00 .23 33.60 33.60 29.20 .00 -.04 -.60 .69 .69 33.60 33.60 32.76 .00 -.04 -.57 .58 .60 33.60 29.20 33.6Q .00 -.04 .69 -.60 .69 33.60 32.76 33.60 .00 -.04 .58 -.57 .60 21.64 33.60 29.20 .00 .01 -.60 .69 .70 17.65 33.60 32.76 .00 .01 -.57 .58 .59 21.64 29.20 33.60 .00 .01 .69 -.60 .70 17.65 32.76 33.60 .00 .01 .58 -.57 .59 21.64 33.60 29.20 .00 .11 -.60 .69 .79 17.65 33.60 32.76 .00 .13 -.57 .58 .71 21.64 29.20 33.60 .00 .11 .69 -.60 .80 17.65 32.76 33.60 .00 .13 .58 -.57 .71 < ALLOWABLE STRESSES > Fa Fbo Fbi Fbw ksi ksi ksi ksi <-- -UNITY CHECK - - - -> COMB OUTER INNER UNITY AXIAL FLGE. FLGE. CHECK 16.23 21.90 25.20 .00 .16 .00 .00 .16 13.24 24.57 25.20 .00 .20 .00 .00 .20 33.60 33.60 29.20 .00 -.03 -.71 .82 .82 33.60 33.60 32.76 .00 -.03 -.65 .67 .68 33.60 29.20 33.60 .00 -.03 .81 -.71 .81 33.60 32.76 33.60 .00 -.03 .67 -.65 .68 21.64 33.60 29.20 .00 .01 -.71 .82 .82 17.65 33.60 32.76 .00 .01 -.65 .67 .68 21.64 29.20 33.60 .00 .01 .82 -.71 .82 17.65 32,76 33.60 .00 .01 .67 -.65 .68 21.64 33.60 29.20 .00 .09 -.71 .81 .91 17.65 33.60 32.76 .00 .11 -.65 .67 .78 21.64 29.20 33.60 .00 .09 .82 -.71 .91 17.65 32.76 33.60 .00 .11 .67 -.65 .78 50 MAX DEF L / -246 246 - 246 246 -246 246 MAX DEF L/ 0 - 190 190 -190 190 - 190 190 Z ~ W c 6 00 co o w W W 0 q LL = • d W Z= F- 0 2 I -- W • W U o O N CI H W • LLJ. H LL.- 0 .. Z W U= O • ~ z * ** COLUMN DESIGN * ** * ** LEFT END?ALL * ** JOB NAME: 220418 PAGE 3 * ** COLUMN NUMBER : 4 SIZE : W8X10 * ** G1 (FEET) = 7.292 AXIAL BENDING <---- COMPUTED STRESSES > < ALLOWABLE STRESSES > LOAD FORCE MOMENT fa fbo fbi fbw Fa Fbo Fbi Fbw COMB LOC kips kip -ft ksi ksi ksi ksi. ksi ksi ksi ksi 1 FM 9.03 .06 3.05 .10 -.10 .00 16.23 21.90 25.20 .00 1 G1 9.03 .02 3.05 .04 -.04 .00 13.24 24.57 25.20 .00 2 FM -3.59 -13.11 -1,21 -20.15 20.15 .00 33.60 33.60 29.20 .00 2 G1 -3.59 -12.44 -1.21 -19.11 19.11 .00 33.60 33.60 32.76 .00 3 FM -3.59 13.06 -1.21 20.07 -20.07 .00 33.60 29.20 33.60 .00 3 G1 -3.59 12.42 -1.21 19.08 -19.08 .00 33.60 32.76 33.60 .00 4 FM .52 -13.08 .17 -20.10 20.10 .00 21.64 33.60 29.20 .00 4 G1 .52 -12.43 .17 -19.09 19.09 .00 17.65 33.60 32.76 .00 5 FM .52 13.09 .17 20.12 -20.12 .00 21.64 29.20 33.60 .00 5 G1 .52 12.43 .17 19.10 -19.10 .00 17.65 32.76 33.60 .00 6 FM 6.83 -13.04 2.31 -20.04 20.04 .00 21.64 33.60 29.20 .00 6 G1 6.83 -12.41 2.31 -19.07 19.07 .00 17.65 33.60 32.76 .00 7 FM 6.83 13.14 2.31 20.18 -20.18 .00 21.64 29.20 33.60 .00 7 G1 6.83 12.45 2.31 19.12 -19.12 .00 17.65 32.76 33.60 .00 * ** COLUMN NUMBER : 5 SIZE : 8X3.5C14 * ** G1 (FEET) a 7.292 LOAD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 7 LOC FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 FM G1 AXIAL BENDING FORCE MOMENT kips kip -ft 3.45 .08 3.45 .03 -1.37 -5.52 -1.37 -5.37 -1.37 5.46 -1.37 5.35 .20 -5,48 .20 -5.36 .20 5.49 .20 5.36 2.61 -5.43 2.61 -5.33 2.61 5.54 2.61 5.38 ALLOWABLE FORCES > AXIAL MOMENT MOMENT SHEAR kips kip -ft kip -ft kips 11.37 9.76 50.77 50.77 50.77 50.77 15.16 13.01 15.16 13.01 15.16 13.01 15.16 13.01 6.39 6.39 8.52 8.52 8.52 8.52 8.52 8.52 8.52 8.52 8.52 8.52 8.52 8.52 5.68 5.80 7.58 7.73 7.58 7.73 7.58 7.73 7.58 7.73 7.58 7.73 7.58 7.73 3.58 3.58 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 <-- -ONITY CHECK - - - -> OUTER INNER AXIAL FLGE. FLGE. .30 .01 .01 .35 .00 .01 -.03 .65 .73 -.03 .63 .69 -.03 .64 .72 -.03 .63 .69 .01 .64 .72 .02 .63 .69 .01 .64 .72 .02 .63 .69 .17 .64 .72 .20 .63 .69 .17 .65 .73 .20 .63 .70 COMB UNITY CHECK .32 .36 .75 .72 .69 .66 .71 .68 .74 .71 .54 .49 .90 .90 <-- -UNITY CHECK - - - -> OUTER INNER AXIAL FLGE. FLGE. .19 .00 .00 .23 .00 .00 -.04 -.60 .69 -.04 -.57 .58 -.04 .69 -.60 -.04 .58 -.57 .01 -.60 .69 .01 -.57 .58 .01 .69 -.60 .01 .58 -.57 .11 -.60 .69 .13 -.57 .58 .11 .69 -.60 .13 .58 -.57 MAX DEF L/ 0 -237 237 -237 237 -237 237 • COMB UNITY CHECK .19 .23 .69 .60 .69 .60 .70 .59 .70 .59 .79 .71 .80 .71 51 MAX DEF L/ 0 -246 246 -246 246 -246 246 C7 1•• NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. y * ** GEOMETRIC DATA * ** BAY SPACING (FEET) . 21.00 BRACED TIER SPACES (FT) : 4 920.00 FRONT EAVE HEIGHT (FEET): 18.5000 FRONT SIDE ROOF SLOPE : 1.0000/12 * ** BRACING DATA * ** 4 4. RF BRACING TYPE : CABLE FS BRACING TYPE : CABLE BS BRACING TYPE : CABLE LE BRACING TYPE : CABLE RE BRACING TYPE : DIAPHRAGM * ** DESIGN CRITERIA * ** WIND VELOCITY PRESS (q) : 14.8000 PSF EDGE STRIP WIDTH (FEET) : 20.000 INTERIOR COEFFICIENT,GCpR: .8000 . EDGE STRIP COEFFICIENT,GCpX : .8000 MAXIMUM UNITY CHECK RATIO: 1.0345 MAX. HORIZONTAL DEFLECTION .000D * ** LOADING COMBINATIONS * ** 1. WIND LOAD MIDWEST METALLIC PAGE 1 BRACING DESIGN * ** JOB NUMBER : 220418 (FOLL OPTIMIZATION) BACK SAVE HEIGHT (FEET) FRONT SIDE TO RIDGE # BAYS : 1 LOCATION : 1 # BAYS : 1 LOCATION : 1 # BAYS : 1 LOCATION : 1 # BAYS : 1 LOCATION : B BAYS : 1 LOCATION : : 18.5000 : 40.0000 53 Z z y � Z re W 6 UO CO al W = J H U) UL W O g J = W Z f.. I- O Z F^ uj W U � O N WW u' O . 11 Z , 1= H z * ** BRACING DESIGN * ** JOB NUMBER : 220418 * ** ROOF BRACING * ** PAGE 2 (FRONT TO BACK SIDE) * ** BRACING RESULTS /TIER 1 TIER I 'C' B RACING - S I Z E/ T E N S I 0 N 1 { NO. 1 SPACING 1 BAY #1 1 BAY *0 1 BAY *0 1 BAY 00 1 BAY 00 1 1 1 1 20.0000 1 5/16" DIA I(FS) I 1 5.08 1 2 1 20.0000 1 1/4" DIA 1 1 1 1.78 1 3 1 20.0000 11/4" DIA 1 1 1 1.78 1 4 I 20.0000 1 5/16" DIA 1 (BS) 1 I 5.08 COL I P I S T R U T S - T Y P E /FORCE 1 $ I FORCE I BAY *1 1 BAY *0 1 BAY *0 1 BAY #0 1 BAY 41.0 1 FS 1 1.1199 ° STANDARD 1 EAVE 1 I 4.80 1 2 1 2.3877 I CL - 1 1 I I 3.68 1 3 I 1.2925 1 CL - 1 1 I I 1.29 1 1 3 1 1.2925 I CL - 1 1 i I 1 1.29 1 1 4 1 2.3877 I CL - 1 1 I I 3.68 1 BS 1 1.1199 1 STANDARD 1 EAVE 1 1 4.80 1 54 JOB NUMBER : 220418 * ** FRONTSIDE * ** ) 1 I TIER I ' C ' B R A C I N G - S I Z E / T E N S I O N IWALL I SPACING 1 BAY 11 I BAY 40 I BAY 40 I BAY 40 I BAY 00 1 I FS I 18.5000 1 5/16" DIA I 6.41 I Z * ** BACKSIDE * ** Q 1- 1 1 TIER 1 ' C ' BRACING - S I Z E /TENS I O N 1 �� IWALL I SPACING 1 BAY 41 I BAY 40 1 BAY 40 I BAY 40 1 BAY 40 1 W 1 8S I 18.5000 1 5/16" DIA 1 J U 1 1 1 6.41 I 0 0 00 0 * ** LEFT ENDWALL * ** W W J I_ I I TIER • I 'C' BRACING - S I Z E /TENS I O N 1 07 LL' IWALL 1 SPACING 1 BAY 82 1 BAY 40 1 BAY 40 1 BAY 40 1 BAY 40 I 1.1 O LG �: lL Q 07 d RIGHT ENDWALL IS MAINFRAME H = NO DIAPHRAM ACTION CALCULATED Z H 0 Z U � O NO lid !L Z W U =: OH I LE 1 17.2766 1 1/4" DIA I 1 1 1.58 I * ** RIGHT ENDWALL * ** Pog M.- (04 * ** BRACING DESIGN * ** * ** WALL BRACING * ** PAGE 3 55 Z Filename - C:\DsnLib\220418pw,nif Exe Version - 1.0,8.6 Exe Path - C: \PROGRA- 1\NCIMAI- Z\NCIFRA -1,EXE Run Started At - 02/09/2005 13:25:01 RUN IDENTIFICATION Title - 220418p Engineer - ARASHS Project - Reference Dote - 11/19/2004 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Single Slope Frame Symmetry - No Frame Line - PORTAL a SW RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef. of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No. of Anchor Bolts - + Synercom Design I I I Rigid Frame Analysis and Design Software 1 i I NCI Building Systems, L,P. REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C:\pROGRA-1\NCIMAI-2\176986-LNIF /0 C:\ PROGRA- 1\NCIMAI- Z\.176986 -1.dso /U /P C: \PROGRA- 1\NCIMAI- Z\176986 -1.SAV - Analysis - 0.900 to 1.030 - 2.000 FT - 0.0000065000/DEG.F - 29000(00. PSI - No - No - 4 pogi t-16 rrJ C LUOt 8 e(SN'G rgCg / ' 6 # E6 fo, 56 NCI Building Systems, L.P. 220418p OVERALL FRAME INFORMATION Total Building Width - 21.000 FT No. of Interior Columns - 0 No. of Rafters - 1 Purlin Projection - 0,000 IN FRONT ROOF Roof Slope Rafter No.s No. of Purlins - MODULE WIDTHS 21,000 0.000 on 12 1 to 1 0 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope ProJ Depth Depth Dist. Depth Settle Diff Displ Cond Kx 18.500 0.000 0.000 12.000 0,000 0.000 12.000 0.00 0,00 0.00 P 1.50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS 5.000 10.000 15.000 20.000 FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 BE 5B 5E W1 W1 WB 8E 5B 5E 50.00 46,00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 18.00(3) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0,00( ) 0.00( ) Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 BE 6B 68 W8 W1 WB BE 6B 6E 50.00 46.00 0,00 BACK EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Prot Depth Depth Dist, Depth Settle Diff Displ Cond Kx 18.500 0.000 0.000 12.000 0.000 0.000 12.000 0.00 0.00 0.00 P 1,50 BACK SIDEWALL GIRT AND BRACE LOCATIONS 5.000 10.000 15.000 20.000 MACRO INPUT PROCESSING BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 8E 5B 5E W1 W1 WB 8E 5B 5E 50.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length 3 4 WLL GLOB X CONC 0.000 0,000 2 1 WLR GLOB X CONC 0.000 0.000 Slntens 4.80000 - 4.80000 Elntens 0.00000 0,00000 Cycle 1 02/09/2005 Depth S 9 p 0.00( ) Depth S 10 p 0.00( ) End S Depth p 18.00(3) Temp Num Diff Kx Sec 0,00 1,00 1 57 r... +.+zt tird': L: +,,i:,tr.:SL,yr:ay's•:i::':,i =b NCI Building Systems, L.P. 220418p 3 4 SEL GLOB X CONC 0.000 0,000 20,70000 0,00000 2 1 SER GLOB X CONC 0.000 0.000 - 20.70000 0,00000 FRAME LOADS Surface Group System Dir Type Distance Length Sintens Elntens FRO DL FRAME Y UNIF 0.000 0.000 0.02500 0,02500 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length Slntens Elntens 1 2 DL GLOB Y UNIF 0.000 0,000 - 0.03271 - 0,03271 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 -0.03729 - 0.03729 DLWT 4 3 DL GLOB Y UNIF 0.000 0.000 - 0.03271 -0,03271 DLWT LOAD COMBINATIONS 1 M 1.000 60, DL 100. WLL 0.6'DL + WLL 2 M 1.000 60. DL 100. WLR .6114-AR 3 M 1.000 60. DL 100. SEL ,6'DL + Em(L) 4 M 1.000 60, DL 100. SER .6'DL +Em(R) MACRO INPUT PROCESSING Cycle 1 02/09/2005 ._�, c�E c ro/Zc es j 0t c crag. 58 NCI Building Systems, L.P. 220418P FRAME GEOMETRY Front Girt Projection Back Girt Projection Purlin Projection LOADING PARAMETERS -4 Frame Type Rigid Frame Frame Shape Single Slope Building Width 21.00 FT No, of Modules 1 Module Widths (FT) 21,00 Front Eave Height 18.50 FT Front Column Base Offset ., 0.00 FT Front Column Slope 0.00 /12 Front Roof Slope 0,00 /32 Back Ewe Height 18,50 FT Bock Column Base Offset 0,00 FT Back Column Slope 0,00 /12 0.00 IN 0,00 IN 0,00 IN Building Code Unknown Building Length 0.00 FT , Tributary Width 0.00 FT Dead Load Rate 0.00 PSF Live Load Rate 0.00 PSF Tributary Area Reduction No Collateral Load Rate 0,00 PSF Ground Snow Load Rote 0.00 PSF Min Roof Snow Load Rate ,, 0,00 PSF Snow Importance Factor 0.00 Snow Exposure Factor 0.00 Snow Thermal Factor 0.00 Unobstructed Roof Yes Wind Speed 0.00 MPH Wind Pressure 0,00 PSF Wind Exposure A Building Enclosure Enclosed Wind Importance Factor 0,00 Wind Topographical Factor 0.00 Front Canopy Projection ., 0.00 FT Back Canopy Projection 0.00 FT Use End Zone Coefficients., No FRAME DESIGN DATA Page 1 02/09/2005 59 Z 7: 1 4 1 JU U 0 NO J 1C F- W0 u Q N: I W Z F — 0 Z F— W U 0 ON 0 F— W U1 . O lid U= 0 • Z NCI Building Systems, L.P. 220418p LOAD COMBINATIONS 1 M 1.000 0.6*DL + WLL 2 M 1.000 .6*DL + WLR 3 M 1.000 .6*DL + Em(L) 4 M 1.000 •6*DL +Em(R) FRAME DESIGN DATA Page 2 02/09/2005 60 NCI Building Systems, L.P, 220418p SUPPORT JOINT 1 -- EXTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT COLUMN BASE SIZES O,A. SECTION DEPTH 13.0000 (IN) OUTER FLANGE WIDTH 8,0000 (IN) INNER FLANGE WIDTH 8.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE WITH ALLOWABLE STRESS INCREASE CASE ' SHEAR 10,363 (KIPS) 4 SHEAR 0.000 (KIPS) NONE TENSION 17.992 (KIPS) 3 TENSION 0.000 (KIPS) NONE COMPRESSION 18.818 (KIPS) 4 COMPRESSION 0,000 (KIPS) NONE SHEAR & TENS 36,599 (KIPS) 3 SHEAR & TENS 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE WIND/SEISMIC ALLOWABLE SHEAR 17.4995 (KIPS) SHEAR 23,269 (KIPS) TENSION (acting alone).. 33.754 (KIPS) TENSION (acting alone) 44.892 (KIPS) COMPRESSION 113,400 (KIPS) COMPRESSION 113,400 (KIPS) ANCHOR BOLTS (A307) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ( 4) 0,7500 (IN) PLATE WIDTH 4.0000 (IN) PLATE THICKNESS 4,0000 (IN) PLATE LENGTH 3,0000 (IN) BASE PLATE 8.0000 (IN) 0.3750 (IN) 13.5000 (IN) Page 1 02/09/2005 61 n..w'L'. (.;a.:.+u', ✓. . �: knT+ Y�: �: n�+ M. I�iit4uiaL�' Yr�tVj� :a�..r ?wi:-).a:nY.�iik..tr.L.. Z ,,Z W U0 NC W J W O }} g J u_ co y • w Z = F— I- O Z UJ • W O • N • I— w W O U w O ~ Z NCI Building Systems, L.P. 220418P SUPPORT JOINT 4 -- EXTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT COLUMN BASE SIZES 0.A. SECTION DEPTH 13.0000 (IN) OUTER FLANGE WIDTH 8,0000 (IN) INNER FLANGE WIDTH 8,0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE WITH ALLOWABLE STRESS INCREASE CASE SHEAR 10.363 (KIPS) TENSION 17.992 (KIPS) COMPRESSION 18.818 (KIPS) SHEAR & TENS 36.599 (KIPS) PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ANCHOR BOLTS (A307) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ( 4) 0.7500 (IN) 4.0000 (IN) 4.0000 (IN) 3.0000 (IN) 3 SHEAR 0.000 (KIPS) NONE 4 TENSION 0.000 (KIPS) NONE 3 COMPRESSION 0,000 (KIPS) NONE 4 SHEAR & TENS 0.000 (KIPS) NONE ALLOWABLE WIND/SEI LOWABLE SHEAR 17,495 (KIPS) SHEAR 23.269 (KIPS) Z TENSION (acting alone) „ 33.754 (KIPS) TENSION (acting al ). 44.892 (KIPS) COMPRESSION 1]3.400 (KIPS) COMPRESSION .400 (KIPS) BASE PLATE PLATE WIDTH 8.0000 (IN) PLATE THICKNESS 0,3750 (IN) PLATE LENGTH 13.5000 (IN) Page 2 02/09/2005 o r? 0 ac.gs © Ave cs. MP lig 0 w(A0,0 0 #eu rol.cE 10 C RlP00,k3Le Fa-ce gAE,IoT r,JGoe 6;46 • eJ11 33/. 62 NCI Building Systems, L.P. t 220418p CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (3) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE-- - - ---- - -EDGE DISTANCE- - WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH (IN) (IN) (IN) (KSI) (IN) (IN) (IN) 8,0000 0.6250 25.2500 55.0 1.1250 1.1250 4,0000 DESIGN DEPTH SEGMENT (IN) LEFT 12.0000 RIGHT 18,0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD FLANGE (KIP -FT) (KIPS) COND OUTER 181.677 18.474 INNER 181.312 18.335 ANCHOR BOLTS AND CONNECTIONS REPORT WEB -- FLANGE WIDTH -- -- FLANGE THICK,- - THICK. OUTER INNER OUTER INNER (IN) (IN) (IN) (IN) (IN) 0.1345 8,0000 8.0000 0.5000 0.5000 0.1644 8.0000 8.0000 0.5000 0,5000 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS Page 3 02/09/2005 - -BOLT QTY & DIAMETER- - GAUGE OUTER FLG, INNER FLG. BOLT (IN) (IN) (IN) TYPE 4 0,000 247.585 266,081 Successful Design 3 0.000 247.585 266.081 Successful Design 3.5000 ( 8) 0.8750 ( 8) 0,8750 A325 t. 6 5g vl) t c 9325 63 Z fr Z cc -j U 00 ND W = J N LL u1 0 } I' a = W I— _ I— 0 Z I— W CD p 0 0 N, CD WW p . W Z U= 0 Z • NCI Building Systems, L.P, ilk 220418P ANCHOR BOLTS AND CONNECTIONS REPORT CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 11: VERTICAL KNEE SPLICE (3) OUTER FLANGE: E)(TENIED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) --- CONNECTION PLATE --EDGE DISTANCE- - WIDTH THICK. LENGTH YIELD OUT,FLG IN, FLG PITCH GAUGE (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) 8.0000 0.6250 25,2500 55.0 1.1250 1.1250 4,0000 3.5000 DESIGN WEB DEPTH THICK. SEGMENT (IN) (IN) LEFT 12.0000 0,1345 RIGHT 18.0000 0,1644 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP -FT) (KIPS) -- FLANGE WIDTH- - OUTER INNER (IN) (IN) 8.0000 8,0000 8,0000 8,0000 LOAD COND -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0.5000 0.5000 0.5000 0.5000 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS OUTER 181.677 18,474 3 0.000 247.585 266.081 Successful Design INNER 181.312 18,335 4 0,000 247.585 266.081 Successful Design Page 4 02/09/2005 --BOLT QTY & DIAMETER- - OUTER FLG. INNER FLG. BOLT (IN) (IN) TYPE ( 8) 0.8750 ( 8) 0.8750 A325 64 Filename - C :\DsnLib\220418p.n1f +- ------------------ - - ---+ Synercom Design I I i I Rigid Frame Analysis and Design Software I I NCI Building Systems, L.P. I +- --- - - --- -+ Exe Version - 1.0.8.6 Exe Path - CAPROGRA- 1\NCIMAI- 2'WCIFRA -1,EXE Run Started At - 02/09/2005 13:23:30 RUN IDENTIFICATION Title - 220418p Engineer - ARASHS Project Reference Date - 11/19/2004 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Single Slope Frame Symmetry - No Frame Line - PORTAL a SW RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef. of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No. of Anchor Bolts REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMATID LINE OPTIONS /I C :\PROGRA- 1\NCIMAI- 2\176895 -1,NIF /0 C: 'PROGRA- 1\NCIMAI- 2\176895 -1,dso /U /D /P C :\JROGRA- 1\NCIMAI- 2\176895 -1,SAV - Analysis - 0.900 to 1,030 - 2.000 FT - 0,0000065000/DEG,F - 29000000. PSI - No - No - 4 pokrAt, PL ,46- i,J,1 06 scrSM; G ro,z‘- csJp p ,G P rAGiog- 65 ...` 44. A. :.w.: 4.:.......4.414 ,. w VIAka, • NCI Building Systems, L.P. 220418p OVERALL FRAME INFORMATION Total Building Width - 21.000 FT No, of Interior Columns - 0 No. of Rafters • - 1 Purlin Projection - 0.000 IN FRONT ROOF Roof Slope - 0,000 on 12 Rafter No,s - 1 to 1 No. of Purlin - 0 MODULE WIDTHS 21.000 MACRO INPUT PROCESSING FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base' Base Height Slope ProJ Depth Depth Dist. Depth Settle Diff Displ Cond Kx 18.500 0,000 0.000 12,000 0.000 0.000 12.000 0.00 0.00 0.00 P 1.50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS 5.000 10.000 15.000 20,000 FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 8E 5B 5E W8 W1 WB 8E 5B 5E 50.00 46.00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth p 2 p 3 p 4 p 5 p 18.00(3) 0.00( ) 0.00( ) 0.00( ) 0.00( ) Section OF Plates Web Plates IF Plates 1 8E 6B 6B WS W1 WB 8E 6B 6E BACK EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Height Slope Proj Depth Depth Dist. Depth 18.500 0,000 0.000 12,000 0.000 0.000 12,000 BACK SIDEWALL GIRT AND BRACE LOCATIONS 5.000 10.000 15.000 20.000 BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 8E 5B 5E W8 W1 WB 8E 5B 5E 50.00 46,00 MEMBER LOADS JS JE Group System Dir Type Distance Length 3 4 WLL GLOB X CONC 0,000 0,000 2 1 WLR GLOB X CONC 0.000 0,000 Depth S Depth S Depth S 6 p 7 P 8 P 0.00( ) 0.00( ) 0.00( ) FyFlg FyWeb Length 50,00 46.00 0.00 Base Temp Bose Base Settle Diff Displ Cond Kx 0.00 0.00 0.00 P 1.50 Slntens 4,80000 - 4.80000 EIntens 0,00000 0.00000 Cycle 1 02/09/2005 Depth S 9 p 0.00( ) Depth S End S 10 p Depth p 0,00( ) 18.00(3) Temp Num Diff Kx Sec 0.00 1.00 1 66 MACRO INPUT PROCESSING NCI Building Systems, L.P. 220418p 3 4 SEL GLOB X CONC 0.000 0.000 9.95000 0.00000 2 1 SER GLOB X CONC 0.000 0.000 - 9.95000 0.00000 FRAME LOADS Surface Group System Dir Type Distance Length Sintens EIntens FRO DL FRAME Y UNIF 0.000 0.000 0.02500 0.02500 LOAD COMBINATIONS 1 M 1.000 60, DL 100, WLL 0,6 *DL + WLL 2 M 1,000 60. DL 100. WLR .6*DL + WLR 3 M 1.000 60. DL 100, SEL ,6 *DL + E(L) 4 M 1.000 60. DL 100. SER .6 *DL + E(R) 3 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length Slntens EIntens 1 2 DL GLOB Y UNIF 0,000 0,000 - 0,03394 - 0.03394 DLWT 2 3 DL GLOB Y UNIF 0.000 0,000 - 0,03729 - 0,03729 DLWT 4 3 DL GLOB Y UNIF 0.000 0.000 - 0,03394 - 0.03394 DLWT Cycle 1 02/09/2005 67 36 G 1 of C6 fLG% ,(' �rti C ' & ) NCI Building Systems, L.P. 220418p C „ y' . - - - -r- - FRAME GEOMETRY Frame Type Rigid Frame Frame Shape Single Slope Z Building Width 21,00 FT ii— Z No. of Modules 1 re W Module Widths (FT) 21.00 B U Front Eave Height 18.50 FT U p Front Column Base Offset , 0.00 FT u) W Front Column Slope 0.00 /12 ui H ci UL Front Roof Slope 0.00 /12 W 0 2 Back Eave Height 18.50 FT g Bock Column Base Offset ., 0.00 FT u. j Back Column Slope 0.00 /12 = 3 F- W Front Girt Protection 0,00 IN Z 1=.. Back Girt Protection 0.00 IN H p Purlin Projection 0.00 IN W E - • W U p O N: 0H W ui U � O Ui N 0 LOADING PARAMETERS Building Code Unknown Building Length 0.00 FT Tributary Width 0.00 FT Dead Load Rate 0,00 PSF Live Load Rate 0.00 PSF Tributary Area Reduction No Collateral Load Rate 0.00 PSF Ground Snow Load Rate 0,00 PSF Min Roof Snow Load Rate 0.00 PSF Snow Importance Factor 0.00 Snow Exposure Factor 0.00 Snow Thermal Factor 0.00 Unobstructed Roof Yes Wind Speed 0,00 MPH Wind Pressure 0,00 PSF Wind Exposure A Building Enclosure Enclosed Wind Importance Factor 0.00 Wind Topographical Factor „ 0,00 Front Canopy Projection 0.00 FT Back Canopy Protection 0,00 FT Use End Zone Coefficients No FRAME DESIGN DATA Page 1 02109/2005 68 Z ....+ s% �c. � 5'< a6VS. n.:: it : ui: w»i C,i a:Z*'AetitUi%i'inisj : ,45a4,...., , i3O".s i .:di..<i.: «.:;:o.;,b+�.o:.n: NCI Building Systeas, L.P. 220418p LOAD COMBINATIONS 1 M 1,000 o.6-rc + WLL 2 M 1.000 + WLR 3 M 1.000 .6*DL E(L) 4 M 1.000 .6*DL E(R) FRAME DESIGN DATA Page 2 02/09/2005 69 NCI Building Systems, L.P. 220418p DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 1 - 0.6 4 DL + WLL Frame Reactions and Deflections - Load Combination 4 - .6 "DL + E(R) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 9.273 4,984 0.000 0.000 0.000 2 2 -0.007 -2.048 3 3 0.006 -2.045 4 4 -8.421 4.966 0,000 0.000 0.000 Page 1 02/09/2005 70 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 Z W 1 1 -3.842 -2,393 0.000 0.000 0.000 6 = 2. 2 0,003 0,986 J U 3 3 -0.003 0.988 U 0 4 4 4,694 -2,408 0.000 0.000 0.000 J! Frame Reactions and Deflections - Load Combination 2 - .6 "IH. + WLR N UL W Section Member Vertical Horizontal Moment Vertical Horizontal 2 Joint Joint Reaction Reaction Reaction Deflec Deflection Number Number (KIPS) (KIPS) (KIP -Fr) (IN) (IN) . g_..). 0 1 1 4.694 2.408 0.000 0.000 0.000 F W -- _ 2 2 -0.003 -0.988 3 3 0,003 -0.986 ? F-. F- O 4 4 -3.842 2,393 0.000 0.000 0.000 W F - W Frame Reactions and Deflections - Load Combination 3 - .6 "DL + E(L) U p N_ Section Member Vertical Horizontal Moment Vertical Horizontal 0 I-- Joint Joint Reaction Reaction Reaction Deflection Deflection W W :, Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) I U u..0 1 1 -8.421 -4.966 0,000 0.000 0.000 Z 2 2 0.006 2,045 U CO) 3 3 -0.007 2,048 F- _ 4 4 9,273 -4,984 0,000 0,000 0.000 0 1._ NCI Building Systems, L.P. 220418P EXT,COLUMN 1- 2 Length 17,71 FT Member Angle 90,00 Deg Temp Diff 0. DEG.F Releases Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web No, (FT) Fig Web Seg Size Start End or Section Thickness Inner Flange 1 16.92 50, 46. 9 1.88 FT 12.00 IN 12,00 IN 8.000 x 0,5000 0.1644 8.000 x 0,5000 (Controlling Actions) Axial Section Force Moment Na. (KIPS) (KIP -FT) 1 8.93 -84,32 RAFTER 2- 3 Length 19.92 FT Member Angle 0.00 Deg Temp Diff 0. DEG,F Releases 0 Weight 743. LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at No, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist 1 18,83 50. 46. 10 1.88 FT 18.00 IN 18.00 IN 8.000 x 0.5000 0,1644 8.000 x 0.5000 0.881 0.5 FT 4 (Controlling Actions) Axial Section Force Moment No, (KIPS) (KIP -FT) 1 -4,97 -83,43 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 8.93 -84.32 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 12.94 30.00 24.78 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 27,60 30.00 14.12 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 12.94 30,00 24.78 ,DESIGN SUMMARY REPORT -- Maximum Stresses --- - -Unity Check Components -- Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 0.90 - 19.55 19.55 0.07 0.65 0.79 Frame Weight (excluding connections, clips and flange braces) is 1945 LB -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer F1, Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending -0.45 - 12.44 12.44 0.02 0.41 0. EXT.COLUMN 4- 3 Length 17.71 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web No, (FT) Fig Web Seg Size Start End or Section Thickness Inner Flange 1 16,92 50. 46. 9 1,88 FT 12.00 IN 12.00 IN 8.000 x 0,5000 0.1644 8.000 x 0.5000 -- Maximum Stresses -- - -Unity Check Components -- Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 0.90 -19.55 19.55 0.07 0.65 0.79 Page 2 O2/09/2005 0 Weight 601. LB Max Comb at Load Unity Ck Dist Cond 0.858 16.9 FT 4 Web Shear --- -- D Load Force Allow. - Cond (KIPS) (KIPS) T 4 - 4.98 27,85 Load Cond - - -Web Shear D Load Force Allow. - Cond (KIPS) (KIPS) T 4 8.92 20,53 0 Weight 601. LB Max Comb at Load Unity Ck Dist Cond 0,858 16,9 FT 3 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 3 -4.98 27.85 71 11.44.:4:ixkia4 ?4.,:o 2 oc w W 6 00 N LLI J H WO J u_ N � Z I- O W ~ UC3 ON O 1-- W H r- u- U= O~ Z A NCI Building Systems, L.P. t oo... s 220418p Flange Brace Removal Option! OFF COLUMN 1- 2 Girts located at Braced at RAFTER 2 - 3 Purlins located at 19,92FT Braced at COLUMN 4 - 3 Girts located at Braced at 5,00FT 10.00FT 15.00FT 20.00FT 5.00FT 10.00FT 15.00FT 20.00FT FLANGE BRACE REPORT Page 1 02/09/2005 72 • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1`HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Filename - C :\DsnLib\220418.nif Exe Version - 1,0.8,6 Exe Path - C: \PROGRA- 1\NCIMAI- 2\NCIFRA -1,EXE Run Started At - 072/09/2005 13:51:47 RUN IDENTIFICATION Title - 220418 Engineer - arashs Project Reference Date - 11/19/2004 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - frame line 2 RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef, of Linear Expansion Modulus of Elasticity, E. Flange Brace Removal Web Stiffeners Allowed Minimum No. of Anchor Bolts Synercom Design I 1 Rigid Frame Analysis and Design Software I • 1 NCI Building Systems, L,P, REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C : \PROGRA- 1\NCIMAI- 2\178592 -1,NIF /0 C :\PROGRA- 1\NCIMAI- 2\178592 -1,dso /0 /D /P C :\PROGRA- 1\NCIMAI- 2\].78592 -1,SAV - Analysis - 0.900 to 1.030 - 2.000 FT - 0,0000065000/DEG,F - 29000000, PSI - No -No - 4 � • � gopi r J c coOO 5 9's 01 c QGE 040 ©r+EGA dr f S:a34YYJia'/L�{'t�' 74 NCI Building Systems, L.P. emoN 220418 OVERALL FRAME INFORMATION Total Building Width - Distance to Ridge - No. of Interior Columns - No. of Rafters MODULE WIDTHS 40.000 40,000 Purlin Projection - 80.000 FT 40,000 FT 1 2 8.250 IN FRONT ROOF Roof Slope - 1,000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 10 Purlin Locations and Bracing (Ridge Don),.. 1- 1.27 B 2- 5.57 B 3- 9.88 B 4- 14.18 BACK ROOF Roof Slope - -1,000 on 12 Rafter No.s - 2 to 2 No, of Purlins - 10 Purlin Locations and Bracing (Ridge Down).., 1- 1.27 B 2- 5.57 B 3- 9,88 B 4- 14.18 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Proj Depth Depth Dist. Depth Settle Diff Dispi Cond Kx 18.500 0,000 8.250 10.000 0.000 0.000 18.000 0.00 0.00 0.00 P 1.50 FRONT.SIDEWALL GIRT AND BRACE LOCATIONS 7.333 B 13.333 B FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates 1 5B 5B 81 W1 W1 WE 5B 5B 81 MACRO INPUT PROCESSING RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth p 2 p 3 p 4 p 5 p 18.00(3) 18,00( ) 18.00(4) 0,00( ) 0,00( ) Section OF Plates Web Plates IF Plates 1 5B 5B 8I W8 W1 WE 5B 5B 8I 2 5C 5B 8I W8 118 WE 5B 5B 8I 3 6B 5B 8I WA WA WE 6D 5D 8I FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 10 FyFlg FyWeb 55.00 45.00 Depth S Depth S Depth S 6 p 7 p 8 p 0.00( ) 0.00( ) 0.00( ) FyFlg FyWeb Length 55.00 46,00 0.00 55.00 46.00 20.00 55.00 46.00 10.00 Cycle 1 02/09/2005 5- 18,48 B 6- 22.78 7- 27.08 B 8- 31.39 B 9- 35.69 B 10- 39.99 B 5- 18.48 B' 6- 22.78 7- 27.08 B 8- 31.39 B 9- 35,69 B 10- 39.99 B Depth S Depth S 9 p 10 p 0.00( ) 0.00( ) INTERIOR COLUMN 1 Base Temp Base Base To FrntFlgPlts Web Plates BackFlgPlts Depth FyFig FyWeb Settle Diff Displ Cond Cond Kx 6C 8B 8D W1 W1 W1 6C 8B 8D 12,000 55.00 46.00 0.00 0.00 0.00 P P 1.00 End S Depth p 28.00( ) Temp Num Diff Kx Sec 0.00 1.00 3 75 NCI Building Systems, L.P. 220418 Front flange brace locations: none Back flange brace locations: none RAFTER 2 FROM INTERIOR COLUMN Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth p 2 p 3 p 4 p 5 p 6 P 7 p 8 p 28.00( ) 18.00(4) 18.00( ) 0.00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) Section OF Plates Web Plates IF Plates FyFig FyWeb Length 1 6B 5B 8I WA WA WE 6D 5D 8I 55.00 46.00 10.00 2 5C 5B 8I W8 W8 WE 5B 5B 8I 55.00 46,00 20.00 3 5B 5B 8I W8 W1 WE 5B 5B 8I 55,00 46.00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 10 BACK EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Pro.) Depth Depth Dist. Depth Settle Diff Displ Cond Kx 18.500 0.000 8,250 10.000 0.000 0,000 18.000 0.00 0.00 0,00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS 7.333 B 13.333 B MACRO INPUT PROCESSING BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 5B 5B 8I W1 W1 WE 5B 5B 8I 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length Slntens Elntens 2 1 SEL1 GLOB X CONC 0,000 0,000 2,55000 0,00000 2 1 SEL1 GLOB Y UNIF 0.000 0.000 0.03900 0.00000 5 6 SEL1 GLOB X CONC 0.000 0,000 2.55000 0,00000 3 5 SEL1 GLOB Y UNIF 0,000 0.000 0.03900 0.00000 2 1 SEL2 GLOB X CONC 0.000 0,000 2.55000 0,00000 2 1 SEL2 GLOB Y UNIF 0.000 0.000 -0,03900 0.00000 5 6 SEL2 GLOB X CONC 0.000 0.000 2.55000 0.00000 3 5 SEL2 GLOB Y UNIF 0.000 0.000 -0,03900 0,00000 2 1 SER1 GLOB X CONC 0,000 0,000 - 2.55000 0,00000 2 1 SER1 GLOB Y UNIF 0.000 0,000 0.03900 0,00000 5 6 SERI GLOB X CONC 0.000 0.000 - 2.55000 0.00000 3 5 SERI GLOB Y UNIF 0.000 0.000 0.03900 0.00000 2 1 SER2 GLOB X CONC 0.000 0,000 - 2.55000 0.00000 2 1 SER2 GLOB Y UNIF 0.000 0.000 - 0,03900 0.00000 5 6 SER2 GLOB X CONC 0,000 0.000 - 2.55000 0,00000 3 5 SER2 GLOB Y UNIF 0.000 0,000 - 0.03900 0,00000 FRAME LOADS Surface Group System Dir Type Distance Length Slntens Elntens FRO DL FRAME G UNIF 0.000 0.000 0.05380 0.05380 BRO DL FRAME G UNIF 0.000 0.000 0.05380 0.05380 FRO LL FRAME G UNIF 0.000 0,000 0,53750 0.53750 BRO LL FRAME G UNIF 0.000 0,000 0.53750 0.55/W FRO CL FRAME G UNIF 0.000 0.000 0.10750 0.10750 Cycle 1 02/09/2005 Depth S 9 p 0,00( ) Depth S 10 p 0.00( ) End S Depth p 18.00(3) Temp Num tiff Kx Sec 0.00 1.00 3 MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 710418 02/09/2005 BRO CL FRAME G UNIF 0.000 0.000 0.10750 0,10750 FRO SL FRAME G UNIF 0.000 0,000 0.37630 0.37630 BRO SL FRAME G UNIF 0,000 0.000 0.37630 0,37630 FRO UBL FRAME G UNIF 0.000 0.000 0.11290 0,11290 BRO UBL FRAME G UNIF 0.000 0.000 0,64900 0,64900 FRO UBR FRAME G UNIF 0.000 0.000 0,64900 0.64900 BRO UBR FRAME G UNIF 0.000 0.000 0.11290 0.11290 FSW WLL FRAME N UNIF 0.000 0.000 0.05210 0,05210 FRO WLL FRAME N UNIF 0.000 0.000 -0.20590 - 0.20590 BRO WLL FRAME N UNIF 0.000 0.000 -0,13010 - 0.13010 BSW WLL FRAME N UNIF 0.000 0,000 - 0.11120 - 0,11120 FSW WLR FRAME N UNIF 0.000 0.000 - 0.11120 - 0,11120 FRO WLR FRAME N UNIF 0.000 0.000 - 0.13010 - 0.13010 BRO WLR FRAME N UNIF 0.000 0.000 - 0,20590 - 0.20590 BSW WLR FRAME N UNIF 0.000 0.000 0.05210 0.05210 FSW WL2 FRAME N UNIF 0,000 0.000 0.13720 0.13720 FRO WL2 FRAME N UNIF 0.000 0.000 -0.12070 - 0.12070 BRO WL2 FRAME N UNIF 0.000 0,000 - 0.04500 - 0.04500 BSW WL2 FRAME N UNIF 0,000 0.000 -0.02600 - 0.02600 FSW WR2 FRAME N UNIF 0,000 0.000 - 0.02600 -0.02600 FRO WR2 FRAME N UNIF 0.000 0,000 - 0,04500 - 0.04500 BRO WR2 FRAME N UNIF 0,000 0,000 - 0.12070 - 0,12070 BSW WR2 FRAME N UNIF 0.000 0.000 0.13720 0.13720 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length Slntens Elntens 1 2 DL GLOB Y UNIF 0.000 0.000 - 0,01499 - 0.01499 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 -0,02142 -0.02142 DLWT 4 3 DL GLOB Y UNIF 0.000 0.000 - 0.01825 -0.01825 DLWT 3 .5 DL GLOB Y UNIF 0.000 0.000 - 0.02142 -0.02142 DLWT 6 5 DL GLOB Y UNIF 0.000 0,000 - 0.01499 - 0,01499 DLWT 77 MACRO INPUT PROCESSING NCI Building Systems, L.P. 220418 LOAD COMBINATIONS 1 M 1.000 100, DL DL 2 M 1,000 100. DL 100. LL 100. CL DL +LL +CL 3 M 1.000 100. DL 100. SL 100. CL DL + SL + CL 4 M 1.000 100. DL 100. UBL 100. CL DL + UBL + CL 5 M 1.000 100. DL 100. UBR 100. CL DL + UBR + CL 6 M 1.000 60. DL 100. WLL 0.6 *DL + WLL 7 M 1.000 60, DL 100. WL2 0.6•DL + WL2 8 M 1.000 60, DL 100. WLR 0,6 *DL + WLR 9 M 1.000 60, DL 100. WR2 0,6 *DL + WR2 10 M 1.000 100. DL 75. LL 75. WLL 100. CL 01 + 0,75 *LL + 0.75 *WLL + CL 11 M 1.000 100. DL 75. SL 75, WLL 100. CL DL + 0.75 *SL + 0.75 *WLL + CL 12 M 1.000 100. DL 75. UBL 75. WLL 100. CL DL + 0,75 *UBL + 0.75'WLL + CL 13 M 1,000 100, DL 75. UBR 75. WLL 100. CL DL + 0,75 *UBR + 0.75 *WLL + CL 14 M 1,000 100, DL 75. LL 75. WL2 100. CL DL + 0,75 *LL + 0,75'WL2 + CL 15 M 1.000 100, DL 75. SL 75. WL2 100. CL DL + 0,75 *SL + 0,75*Wl2 + CL 16 M 1.000 100. DL 75. UBL 75. WL2 100. CL It + 0,75'UBL + 0.75"WL2 + CL 17 M 1.000 100. DL 75. UBR 75. WL2 100. CL DL + 0.75 *UBR + 0.75"WL2 + CL 18 M 1.000 100. DL 75, LL 75. WLR 100. CL DL + 0.75'LL + 0.75*WLR + CL 19 M 1.000 100. DL 75. SL 75. WLR 100. CL DL + 0.75*SL + 0,75 *WLR + CL 20 M 1.000 100, DL 75, UBL 75. WLR 100. CL DL + 0,75 *UBL + 0.75 "WLR + CL 21 M 1.000 100. DL 75. UBR 75. WLR 100, CL DL + 0.75 *UBR + 0.75'WLR + CL 22 M 1.000 100. DL 75. LL 75. WR2 100. CL DL + 0.75'LL + 0.75 *WR2 + CL 23 M 1,000 100, DL 75. SL 75. WR2 100. CL DL + 0.75*SL + 0.75 *WR2 + CL 24 M 1.000 100, DL 75. UBL 75. WR2 100. CL DL + 0,75'UBL + 0,75*WR2 + CL 25 M 1.000 100. DL 75, UBR 75. WR2 100. CL DL + 0.75*UBR + 0,75'WR2 + CL 26 M 1.000 100. DL 100, CL 75. SL 52. SEL1 DL+CL +.75(SL +,7E1(L)) 27 M 1.000 100, DL 100. CL 75. SL 52, SEL2 DL+CL +.75(SL +.7E2(L)) 28 M 1.000 100. DL 100, CL 75, SL 52. SER1 DL+CL +.75(SL +.7E1(R)) 29 M 1.000 100, DL 100. CL 75. SL 52. SER2 DL+CL +.75(SL +.7E2(R)) Cycle 1 02/09/2005 7$ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CD NCI Building Systems, L.P. 220418 FRAME GEOMETRY Frame Type Rigid Frame Frame Shape Gable Building Width 80.00 FT No. of Modules 2 Module Widths (FT) 40.00 40,00 Gable Distance 40.00 FT Front Eave Height 18.50 FT Front Column Base Offset 0.00 FT Front Column Slope 0.00 /12 Front Roof Slope 1.00 /12 Back Roof Slope -1.00 /12 Back Eave Height 18.50 FT Back Column Base Offset , 0,00 FT Back Column Slope 0.00 /12 Front Girt Projection 8.25 IN Back Girt Projection 8.25 IN Purlin Projection 8.25 IN LOADING PARAMETERS Building Code IBC 2003 Building Length . 64.00 FT Tributary Width 21.50 FT Dead Load Rote 2.50 PSF Live Load Rate 25.00 PSF Tributary Area Reduction No Collateral Load Rate 5,00 PSF Ground Snow Load Rate 25.00 PSF Min Roof Snow Load Rate 0.00 PSF Snow Importance Factor 1,00 Snow Eposure Factor 1.00 Snow Thermal Factor 1.00 Unobstructed Roof Yes Wind Speed 85,00 MPH Wind Pressure 11.01 PSF Wind Exposure B Building Enclosure Enclosed Wind importance Factor 1.00 Wind Topographical Factor 1.00 Front Canopy Projection 0.00 FT Back Canopy Projection 0,00 FT Use End Zone Coefficients,., No FRAME DESIGN DATA Page 1 02/09/2005 :.11.1.41 ti v ..atA;: ; 4Wx:ne ` 1:6::�kh,,.uai.7.A'..41.a..:a.4 s. 704A*. ,�«'::»:. i.... 44 /4= ;a�a::u.,,w.........,.....,. NCI Building Systems, L,P, 220418 WIND COEFFICIENTS ---- Windward - - -- -- Leeward --- Case' Wall Canopy Roof Roof Canopy Wall Input Length - 64.0 feet Input Trib Width - 21.5 feet Input Dead Load - 2.5000 psf Input Collateral Load - 5,0000 psf Input Live Load - 25.0000 psf Tributary Reduction Allowed: False Input Ground Snow a 25,0000 psf Dead Load - 2.5000 psf Live Load - 25,0000 psf Coll. Load - 5.0000 psf Balanced Snow Load - 17,5000 psf Unbalanced Snow Load (Front Canopy) - 5.2500 psf Unbalanced Snow Load (Front Eave) - 5.2500 psf Unbalanced Snow Load (Front Ridge) - 5.2500 psf Unbalanced Snow Load (Back Ridge) - 30.1875 psf Unbalanced Snow Load (Back Eave) - 30.1875 psf Unbalanced Snow Load (Back Canopy) - 30.1875 psf Input Wind Speed - 85,0000 mph Input Wind Importance - 1.0000 Base Wind Pressure - 11.0051 psf 4- Left Windward Wall Case 1 - 0.2200 1 0,2 -1.5 -0.9 -0.6 -0.4 -0,5 2 0.6 -1.5 -0.5 -0.2 -0.4 -0.1 Ui LOADING DOCUMENTATION 6 U 00 C O J • = F. N W WO �... u. Q = • d I- III Z F- O Zl- W • W U O - aE- W W H 9 O Z IL U co 0 Z Left Windward Canopy Case 1 Left Windward Roof Case 1 Left Leeward Roof Case 1 Left Leeward Canopy Case 1 Left Leeward Wall Case 1 Right Windward Wall Case 1 Right Windward Canopy Case 1 Right Windward Roof Case 1 Right Leeward Roof Case 1 Right Leeward Canopy Case 1 Right Leeward Wall Case 1 Left Windward Wall Case 2 Left Windward Canopy Case 2 Left Windward Roof Case 2 Left Leeward Roof Case 2 Left Leeward Canopy Case 2 Left Leeward Wall Case 2 Right Windward Wall Case 2 Right Windward Canopy Case 2 Right Windward Roof Case 2 Right Leeward Roof Case 2 Right Leeward Canopy Case 2 Right Leeward Wall Case 2 - - 1,4900 - - 0.8700 - -0.5500 - - 0,3700 - - 0.4700 - 0.2200 - - 1.4900 - -0,8700 - - 0.5500 - -0,3700 - - 0,4700 - 0.5800 - - 1,4900 - -0.5100 - -0,1900 - 0.3700 - - 0,1100 - 0.5800 - - 1,4900 - - 0.5100 - -0.1900 - -0,3700 - - 0.1100 FRAME DESIGN DATA eiVQ ccJ ) Page 2 02/09/2005 e A61 k ( ter F66T9 r' i 7 b R ( b fo CAI.GOd A'fiC) r `l 81 AlidiLtk,;rni.;'::.Wdil.,Yw.�.tl •+ .a+.a+...... .. Z rim) NCI Building Systems, L.P. 220418 LOAD COMBINATIONS 1 M 1.000 DL 2 M 1.000 DL + LL + CL 3 M 1.000 DL + SL + CL 4 M 1.000 DL + UBL + CL 5 M 1,000 DL + UBR + CL 6 M 1.000 0.6 11 + WLL 7 M 1.000 0.6 "DL + WL2 8 M 1.000 0.6 "DL + WLR 9 M 1.000 0.6 "DL + WR2 10 M 1,000 DL + 0,75 "LL + 0.751/LL + CL 11 M 1.000 DL + 0.75 "SL + 0.75 "WLL + CL 12 M 1.000 DL + 0.75 "UBL + 0.751ILL + CL 33 M 1.000 DL + 0.75 "UBR + 0.75 "WLL + CL 14 M 1.000 DL + 0.75 "LL + 0.751WL2 + CL 15 M 1,000 DL + 0.75 "SL + 0,75 "WL2 + CL 16 M 1,000 DL + 0,75 "UBL + 0.75 "WL2 + CL 17 M 1.000 DL + 0.75 "UBR + 0.75 "WL2 + CL 18 M 1,000 DL + 0.75 "LL + 0.75"WLR + CL 19 M 1.000 DL + 0.75 "SL + 0.75"WI.R + CL 20 M 1.000 DL + 0.75 "UBL + 0.75"WLR + CL 21 M 1.000 DL + 0,75 "UBR + 0.75"WLR + CL 22 M 1.000 DL + 0.75 "LL + 0.75 "WR2 + CL 23 M 1,000 DL + 0.75 "SL + 0.75"WR2 + CL 24 M 1.000 DL + 0.75 "UBL + 0,75 "WR2 + CL 25 M 1.000 DL + 0.75"UBR + 0.75"WR2 + CL 26 M 1.000 DL+CL +.75(SL +.7E1(L)) 27 M 1.000 DL+CL +,75(SL +.7E2(L)) 28 M 1.000 DL+CL +,75(SL +.7E1(R)) 29 M 1.000 DL+CL +.75(SL +.7E2(R)) 30 M 1.000 .6DL +.7E1(L) 31 M 1.000 .6DL +.7E2(L) 32 M 1.000 .6DL +.7E1(R) 33 M 1,000 .6DL +,7E2(R) FRAME DESIGN DATA Page 3 02/09/2005 82 Z i ll- W 0. 00 0) W = F.. N W 0 } g J IL. 4( = FW Z OC I- I--0 Z F- LU uj Q. 0 0 C) W W H� u" O. I Z U= z row) - NCI Building Systems, L.P. 22041E DESIGN SUMMARY REPORT Frame Reactions and Deflections - Lood Combination 1 - DL Page 1 02/09/2005 83 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 Z w 1 1 1.519 0.261 0.000 0.000 0,000 Q 2 2 -0.002 -0.002 ..1 U 3 -0.056 0.004 C.) 0 4 -0.041 0.001 co 0 5 3 -0.006 0,000 W 6 4 3.797 0.000 0.000 0,000 0.000 (0 LL 7 -0,041 -0.001 W O 8 -0.067 -0.004 g }} 9 5 -0,002 0.001 g J 10 6 1.519 -0.261 0.000 0.000 0.000 LL. Q N Frame Reactions and Deflections - Load Combination 2 - DL 4 LL + CL = d I--W Section Member Vertical Horizontal Moment Vertical Horizontal H 0 Joint Joint Reaction Reaction Reaction Deflection Deflection Z '- Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Ill uj =,O 1 1 12.601 2,474 0.000 0.000 0.000 v0 co 2 2 -0.020 -0.015 p F. 3 -0.634 0.036 W W 4 -0.386 0,012 H U 5 3 -0.051 0.000 LL, ~O 6 4 33.234 0,000 0.000 0.000 0.000 „ z 7 -0.388 -0.014 U 00 8 - -0,037 S 9 5 -0.020 0,011 O 10 6 12.601 -2,474 0.000 0.000 0,000 Z Frame Reactions and Deflections - Load Combination 3 - DL + SL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 9.831 1.921 0.000 0.000 0.000 2 2 -0.016 -0.012 3 -0.492 0,028 4 -0.300 0.009 5 3 -0.039 0.000 6 4 25.877 0.000 0.000 0.000 0.000 7 -0.301 -0,011 8 -0.494 -0.029 9 5 -0.016 0,009 10 6 9.831 -1,921 0,000 0.000 0.000 tA»: 4%.:; i. riu:uas.<..uW?�,,•au,u.5..,w,a.N •' irJ., rau:.•rs:uv =;�:.:,...shwaY.ce.: ' NCI Building Systems, L.P. 220418 Frame Reactions and Deflections - Load Combination 4 - DL + UBL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 2E i- 11- W 1 1 4.392 1.933 0.000 0.000 0,000 CC g 2 2 0.037 -2,190 J U 3 0.510 -2.232 C.) 0 4 0,729 -2.253 v) 0 5 3 -0.040 -2.227 W 6 4 26.095 0,000 0.000 0.000 0.000 W - 1 I 7 -1.335 -2.275 0) u- 8 -1.505 -2.292 W O 9 5 -0.069 -2,176 g 10 6 15.425 -1.934 0.000 0.000 0.000 u` Q I O 1- W ' Z� 1- O Z I- 1 1 15.430 1,941 0,000 0,000 0,000 U 2 2 -0.069 2.167 0 H 3 -1.503 2.288 4 -1.333 2.271 2 U 5 3 -0.040 2.227 I- r- 6 4 26.084 0.000 0.000 0.000 0.000 L I O 7 0.728 2.254 lU N 8 0.509 2.234 U = 9 5 0,037 2,194 b H 10 6 4.397 -1.939 0.000 0.000 0.000 Z Frame Reactions and Deflections - Load Combination 5 - DL + UBR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Frame Reactions and Deflections - Load Combination 6 - 0.6 + NLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -3.101 -1.587 0.000 0.000 0.000 2 2 -0.007 0.622 3 0.058 0,616 4 0.076 0.616 5 3 0.008 0.619 6 4 -5.283 0.000 0.000 0.000 0,000 7 0.053 0.621 8 0.148 0,630 9 5 0.014 0,619 10 6 -0,954 -1.181 0,000 0,000 0,000 DESIGN SUMMARY REPORT Page 2 02/09/2005 84 NCI Building Systems, L.P. • 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 7 - 0.6`DL + WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -1.488 -1,919 0.000 0.000 0.000 2 2 -0.010 0.622 3 -0.002 0.621 4 0.035 0.617 5 3 0,003 0.618 6 4 -1.696 0,000 0.000 0.000 0.000 7 0.012 0.618 8 0.088 0.624 9 5 0.012 0.617 10 6 0,657 -0.847 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 8 - 0.6`DL + WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 • -0.955 1.181 0,000 0.000 0.000 2 2 0.014 -0.618 3 0.148 -0.629 4 0,053 -0.620 5 3 0.008 -0.618 6 4 -5.283 0,000 0.000 0.000 0.000 7 0.076 -0,615 8 0.059 -0.616 9 5 -0.007 -0.620 10 6 -3.102 1.587 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 9 - 0.6 "DL + WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 0.657 0.847 0.000 0.000 0.000 2 2 0,012 -0,618 3 0.088 -0,624 4 0.012 -0.619 5 3 0.003 -0.619 6 4 -1.695 0,000 0.000 0,000 0.000 7 0,034 -0,618 8 -0.002 -0.622 9 5 -0.010 -0.623 10 6 -1.488 1,919 0,000 0.000 0,000 Page 3 02/09/2005 85 ~ W �QQ J U 00 07 - J N u W cn LL. j =W ? 1- 0 W ~ U � O - C H W W I- u 0 . Z W = 0~ ' z 4:':w.`w'. t... 1 uu.*3.:x: t:rv.= ::. ;',� iriilc;�.tiae:uo:W:'� ... "s+ itit:'tL.i'J:Sw.i3i NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 10 - DL + 0,75 *LL + 0,75 *WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 7.283 0.705 0.000 0.000 0.000 2 2 -0.021 0,455 3 -0.442 0.490 4 -0.239 0.471 5 3 -0.033 0.464 6 4 21.431 0.000 0.000 0.000 0.000 7 -0.257 0.455 8 -0.376 0.444 9 5 -0.005 0,473 10 6 8.893 -2.781 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 11 - DL + 0.75*SL + 0,75 *WLL + CL Section Member Vertical Horizontal Moment Vertical .Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 5.205 0.290 0.000 0,000 0,000 2 2 -0,018 0.457 3 -0.336 0.484 4 -0.174 0,469 ) 5 3 -0.024 0.464 _.. 6 4 15.913 0.000 0.000 0.000 0.000 7 -0.192 0.457 8 -0,269 0.450 9 5 -0,001 0.471 10 6 6.815 -2.366 0.000 0,000 0,000 Frame Reactions and Deflections - Load Combination 12 - DL + 0,75"UBL + 0.75*WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection .Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 1.126 0,299 0,000 0.000 0.000 2 2 0.022 -1,177 3 0.416 -1.211 4 0.597 -1.227 5 3 -0.024 -1.207 6 4 16.076 0.000 0.000 0.000 0,000 7 -0.968 -1.241 8 -1.028 -1.247 9 5 -0.041 -1.167 10 6 11.011 -2.376 0,000 0.000 0.000 Page 4 02/09/2005 86 +V. €ikwL:N?ry'id.'.tiet. +' xti ✓':.w.wia,.+sY1:fu.:.k.�i.Lwuc .. rat) NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 13 - DL + 0,7591BR + 0.75 "1&L + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) I Z re 1 1 9.405 0.305 0.000 0,000 0.000 2 2 2 -0,057 2.091 -I U 3 -1,094 2.179 U 0 4 -0.950 2,166 5 3 -0.024 2.134 I 6 4 16.068 0.000 0,000 0.000 0,000 N U. 7 0.579 2,156 W O 8 0.483 2.147 2 9 5 0,038 2,110 10 6 2,740 -2.380 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 14 - DL + 0,75 "LL + 0.7511L2 + CL I W cl H- = Section Member Vertical Horizontal Moment Vertical Horizontal ? H Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) LU j U O N O F- W W LL Z Lu U= O~ 1 1 8.493 0.456 0.000 0.000 0.000 2 2 -0,023 0.455 3 -0.487 0.493 4 -0,270 0.472 5 3 -0.037 0.463 6 4 24.121 0.000 0.000 0.000 0.000 7 -0.288 0,453 8 -0,422 0.439 9 5 -0.007 0.472 10 6 10.101 -2,530 0.000 0.00D 0.000 Frame Reactions dnd Deflections - Load Combination 15 - DL + 0.75 "SL + 0.751L2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 6.416 0,041 0.000 0.000 0.000 2 2 -0.019 0.457 3 -0.381 0.487 4 -0.205 0,470 5 3 -0.028 0,463 6 4 18.603 0,000 0.000 0,000 0,000 7 -0.223 0,455 8 -0.315 0.445 9 5 -0.003 0,470 10 6 8.024 -2,116 0.000 0.000 0.000 Page 5 02/09/2005 87 a'.;..b tw'u;d c'u..sam ;.�ric Z NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 16 - DL + 0,75•UBL + 0,75"WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 2.336 0.050 0.000 0.000 0,000 2 2 0,020 -1.177 3 0,371 -1.208 4 0,566 -1,226 5 3 -0,028 -1.207 6 4 18.766 0.000 0,000 0.000 0.000 7 -0.999 -1.243 8 -1.073 -1.252 9 5 -0.043 -1.169 10 6 12.219 -2.126 0.000 0,000 0.000 Frame Reactions and Deflections - Load Combination 17 - DL + 0.75"UBR + 0.75•WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 10.615 0.056 0.000 0.000 0.000 2 2 -0.059 2,091 3 -1.139 2,182 4 -0.980 2.167 5 3 -0.028 2.134 6 4 18.758 0.000 0.000 0.000 0,000 7 0,548 2.154 8 0.437 2,142 9 5 0.036 2.108 10 6 3.948 -2.130 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 18 - DL + 0.75'LL + 0.75 *WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 8.892 2.781 0.000 0.000 0.000 2 2 -0.005 -0.475 3 -0,375 -0,444 4 -0.256 -0,456 5 3 -0.033 -0.464 6 4 21,431 0.000 0,000 0.000 0.000 7 -0.240 -0,472 8 -0,443 -0,490 9 5 -0.021 -0.457 10 6 7.282 -0.705 0.000 0,000 0.000 Page 6 02/09/2005 NCI Building Systems, L.P. 227418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 19 - DL + 0.75 *SL + 0,75 *WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 6.815 2,366 0.000 0.000 0.000 2 2 -0.001 -0,472 3 -0.269 -0,450 4 -0.192 -0.458 5 3 -0.024 -0,464 6 4 15.913 0.000 0.000 0.000 0.000 7 -0,175 -0,469 8 -0,337 -0.484 9 5 -0,018 -0.458 10 6 5.205 -0.290 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 20 - DL + 0.75 *UBL + 0,75*WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 2.736 2.375 0.000 0,000 0.000 2 2 0,038 -2.105 3 0.483 -2.145 4 0,580 -2.154 5 3 -0.024 -2.134 6 4 16.076 0,000 0,000 0.000 0.000 7 -0.950 -2,168 8 -1.095 -2.181 9 5 -0,058 -2.097 10 6 9.400 -0.300 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 21 - DL + 0,75 *UBR + 0.75 *WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 11.015 2.381 0,000 0.000 0,000 2 2 -0.041 1.161 3 -1,027 1.245 4 -0.967 1,239 5 3 -0,024 1.207 6 4 16.068 0.000 0,000 0.000 0.000 7 0.597 1,229 8 0.416 1.213 9 5 0,022 1.180 10 6 1.130 -0.304 0,000 0.000 0,000 Page 7 02/09!2005 89 to% NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 22 - DL + 0.75`LL + 0.75 *WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) _ • i~ W 1 1 10.101 2,530 0,000 0,000 0.000 re 2 2 -0.007 -0,475 J U 3 -0.420 -0.441 U 0 4 -0.287 -0,455 5 3 -0.037 -0,464 J I 6 4 24.121 0.000 0,000 0.000 0.000 07 W 7 -0.271 -0.474 w O 8 -0.489 -0.495 2 9 5 -0.023 -0.458 10 6 8.492 -0,456 0.000 0,000 00 u.. Q 0'.0 N d Frame Reactions and Deflections - Load Combination 23 - DL + 0.75 *SL + 0.75*WR2 + CL = Section Member Vertical Horizontal Moment Vertical Horizontal H O Joint Joint Reaction Reaction Reaction Deflection Deflection Z I-- Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) W U O O N O F- W W 0 tL O Z W O~ 1 1 8.024 2.116 0.000 0.000 0.000 2 2 -0.003 -0.472 3 -0.314 -0.447 4 -0.222 -0.457 5 3 -0,028 -0.464 6 4 18.604 0.000 0,000 0.000 0.000 7 -0,206 -0.471 8 -0.382 -0,488 9 5 -0.020 -0.460 10 6 6.415 -0,041 0,000 0,000 0.000 Frame Reactions and Deflections - Load Combination 24 - DL + 0.75'UBL + 0.75*WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 3.944 2.125 0.000 0,000 0,000 2 2 0.036 -2.106 3 0.438 -2,142 4 0.549 -2.153 5 3 -0.028 -2.135 6 4 18.767 0.000 0.000 0,000 0,000 7 -0.982 -2.170 8 -1.141 -2,186 9 5 -0,060 -2.098 10 6 10.611 -0.051 0.000 0,000 0.000 Page 8 02/09/2005 90 �r .%:i- :.r'�,.,.t.i��.S•.;:..,:� : d4`. t: �stw.:, a..; kti. �..«:. a. ti. �r..;.+. .. w'+v isa„ �s:. w<.. �wnin +�:.:.:S,raa.u.:reu]:t»:«t iu;, a:= b.+«.tw�es:.lir.t;w,m:,�asi.r Z eve\ NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 25 - DL + 0.75 *UBR + 0,75 "WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) '~ W J U U CO 0 • J • = F- U) W }} g J � co Frame Reactions and Deflections - Load Combination 26 - DL+CL +,75(SL +,7EI(L)) w F- 0 Z W • W U � O N o 1- w I W 0 z 1 1 12.223 2.131 0.000 0,000 0,000 2 2 -0.043 1.162 3 -1.071 1.248 4 -0.997 1.240 5 3 - 0.028 1.206 6 4 18.759 0,000 0,000 0.000 0.000 7 0,565 1.227 8 0,370 1.209 9 5 0.020 1.178 10 6 2,340 -0,055 0.000 0.000 0.000 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 7.309 0,224 0.000 0,000 0.000 2 2 -0.046 1.687 3 -0.799 1.751 4 -0.543 1.728 5 3 -0.032 1.710 6 4 21.114 0,000 0.000 0.000 0.000 7 0,054 1.712 8 -0.002 1.706 9 5 0.021 1.706 10 6 8.448 -2.900 0.000 0,000 0.000 Frame Reactions and Deflections - Load Combination 27 - DL+CL +.75(SL +.7E2(L)) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 7.941 0,298 0.000 0.000 0.000 2 2 -0.043 1.525 3 -0,742 1.583 4 -0.476 1.559 5 3 -0.033 1.544 6 4 22.051 0,000 0.000 0.000 0.000 7 -0.035 1.543 8 - 0.096 1,536 9 5 0,017 1.544 10 6 9.164 -2,974 0.000 0.000 0.000 Page 9 02/09/2005 91 NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 28 - DL+CL+,75(SL+.7E1(R)) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 8.489 2.898 0,000 0.000 0.000 2 2 0,017 -1.544 3 -0.077 -1.537 4 -0.023 -1.544 5 3 -0.032 -1.544 6 4 21.117 0.000 0.000 0,000 0.000 7 -0.466 -1,561 8 -0.725 -1.584 9 5 -0.043 -1.529 10 6 7.266 -0.222 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 29 - DL+CL +,75(SL +,7E2(R)) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 9.120 2.972 0,000 0.000 0,000 2 2 0.020 -1,707 3 -0.020 -1.705 4 0.044 -1.712 5 3 -0.033 -1.710 6 4 22.054 0.000 0.000 0.000 0.000 7 -0.555 -1.730 8 -0.819 -1.753 9 5 -0.047 -1.691 10 6 7.981 -0.296 0.000 0.000 0.000 Frame Reactions ond.Deflections - Load Combination 30 - .6DL +.7E1(L) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -0.296 -1.675 0.000 0.000 0,000 2 2 -0.046 2.262 3 -0.560 2,306 4 -0.416 2.294 5 3 -0.002 2.280 6 4 1.651 0,000 0.000 0,000 0,000 7 0.382 2,294 8 0.505 2,304 9 5 0.044 2.266 10 6 1.223 -1.893 0.000 0,000 0,000 Page 10 02/09%2005 92 Z Z 0 NCI W = J N LL W g 1- W Z� F- O Z 1- W W U � O - • 1-- W uj H H u. O .. W U O E- Z NCI Building Systems, L.P. 220418 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 31 - ,6DL +,7E2(L) Page 11 02/09/2005 93 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) = Z '~ W Or 1 1 0,546 -1.577 0.000 0.000 0,000 Q 2 2 -0,042 2,045 J U 3 -0,483 2.082 U co 0 0 4 -0,325 2.059 5 3 -0.004 2.058 J Z F- 6 4 2.901 0.000 0.000 0,000 0.000 0) u. 7 0.263 2.068 W 0 8 0.379 2.077 2 }} 9 5 0,038 2.049 g J 10 6 2.177 -1.992 0,000 0.000 0,000 u_ < N Frame Reactions and Deflections - Load Combination 32 - ,6DL +.7E1(R) 2 O Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection • Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 1.277 1,890 0,000 0,000 0.000 2 2 0,039 -2.047 3 0.403 -2,078 4 0.278 -2.068 5 3 -0.002 -2.059 6 4 1.656 0,000 0,000 0,000 0.000 7 -0.312 -2,070 8 -0.459 -2.082 9 5 -0.041 -2,048 10 6 -0.354 1,678 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 33 - ,6DL +.7E2(R) Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 2.119 1.989 0.000 0.000 0,000 2 2 0.043 -2,264 3 0,480 -2.301 4 0,367 -2.292 5 3 -0.004 -2.280 6 4 2.906 0.000 0.000 0.000 0,000 7 -0,431 -2,296 8 -0.585 -2.308 9 5 -0,047 -2,264 10 6 0,600 1.579 0.000 0.000 0.000 NCI Building Systems, L.P. 220418 ° 1- 2 Length 17,16 FT Member Angle 88,84 Deg Temp Diff 0. DEG.F Releases 0 Weight 257. LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 16.45 55. 46, 9 1.83 FT 10.00 IN 18.00 IN 5.000 x 0.2500 0.1345 5.000 x 0.2500 0.680 16.5 FT 29 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 8.60 -45.95 RAFTER 2- 3 Length 38.62 FT Member Angle 4.00 Deg Temp Diff 0. DEG.F Releases Section Length Yield No. (FT) Flg Web 1 7.93 55, 46. 2 20.00 55. 46, 3 10,00 55. 46. (Controlling Actions) Axial Section Force Moment No, (KIPS) (KIP -FT) (KSI) 1 2.52 59,11 19.17 2 1.94 85.91 11.84 3 1.92 - 144.19 20.33 INT.COLUMN 4- 3 Length 19.85 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases (Controlling Actions) Axial Section Force Moment No, (KIPS) (KIP - FT) 1 33.23 0,00 - Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 21.70 33.00 31.08 --Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 6.17 8.79 33.00 DESIGN SUMMARY REPORT No. Segment Web Depth Web Depth Seg Size Start End 4 1.98 FT 18,00 IN 18.00 IN 11 1.82 FT 18,00 IN 18.00 IN 6 1,67 FT 18.00 IN 28.00 IN -- Maximum Stresses --- - -Unity Check Components Axial Fb0 FbI Outer F1. Inner F1, (KSI) (KSI) (KSI) Axial Bending Bending 1.75 - 18.64 18.64 0.08 0.56 0.60 Outer Flange Web or Section Thickness 5.000 x 0.2500 0.1644 5.000 x 0,3125 0.1644 6.000 x 0.2500 0.1875 -- Allowable Stresses -- -- Maximum Stresses - -- - -Unity Check Components -- Fa Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending 31.60 33.00 0.46 22.78 -22.78 0.02 0.72 0,69 33.00 33,00 0.34 28,97 -32.07 0,03 0.88 0.97 33.00 32.00 0,21 - 24,69 21.07 0,01 0.75 0.66 Page 12 02/09/2005 -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer F1, Inner Fi. (KSI) (KSI) (KSI) Axial Bending Bending 6.20 0.00 0.00 1.00 0,00 0.00 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 29 - 2.80 11.24 0 Weight 827. LB Max Comb at Load Inner Flange Unity Ck Dist Cond 5.000 x 0.2500 0.745 8,6 FT 5 5,000 x 0.2500 0.943 16.8 FT 5 6.000 x 0.3750 0,738 38.6 FT 2 -----Web Shear - - -- D Load Force Allow. - Cond (KIPS) (KIPS) T 5 13.19 20.53 ` 5 - 9.87 20.53 / 5 - 18.12 19.57 /// 1 Weight 362. LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at No, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist 1 19.85 55. 46. 10 1.99 FT 12,00 IN 12.00 IN 6.000 x 0.3125 0,1345 6.000 x 0.3125 1.004 0.0 FT 2 Load Cond Web Shear D Load Force Allow. - Cond (KIPS) (KIPS) T 24 0.00 16,86 94 Z Z it W Q � U O CO 0 J = F- U) W WO QQ u. = W F - Z �.. 1- O Z F- W W U� N 0I- W W 2U - U. O Z W U= O~ Z NCI Building Systems, L.P, 220418 RAFTER 3- 5 Length 38,62 FT Member Angle Section Length Yield No. Segment Web Depth Web Depth No. (FT) Flg Web Seg Size Start End 1 10.00 55. 46, 6 1.67 FT 28.00 IN 18.00 IN 2 20.00 55. 46. 11 1,82 FT 18.00 IN 18.00 IN 3 7.93 55. 46. 4 1.98 FT 18.00 IN 18.00 IN (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 1.87 - 144.19 2 1.93 85.99 3 2,49 59.24 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 8.98 -45.91 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 20.33 33.00 32.00 11.84 33.00 33.00 19.17 31.60 33.00 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 21.70 33.00 31,08 DESIGN SUMMARY REPORT -4.00 Deg Temp Diff 0, DEG.F Releases Outer Flange Web or Section Thickness 6.000 x 0.2500 0.1875 5.000 x 0.3125 0.1644 5.000 x 0.2500 0.1644 - Maximum Stresses- - Axial Fb0 FbI (KSI) (KSI) (KSI) 0.21 - 24.69 21.07 0.33 29.00 -32.10 0.46 22.82 -22,82 EXT.COLUMN 6- 5 Length 17.16 FT Member Angle 91.16 Deg Temp Diff 0. DEG.F Releases Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web No. (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange 1 16.45 55. 46. 9 1.83 FT 10.00 IN 18.00 IN 5.000 x 0,2500 0,1345 5.000 x 0.2500 -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 1.82 -18.63 18.63 0.08 0.56 0.60 Frame Weight (excluding connections, clips and flange braces) is 2531 LB Inner Flange 6,000 x 0.3750 5.000 x 0,2500 5.000 x 0.2500 -Unity Check Components Outer Fl. Inner Fl. Axial Bending Bending 0.01 0.75 0.66 0.03 0,88 0.97 0.02 0.72 0,69 Page 13 02/09/2005 0 Weight 827, LB Max Comb at Load Unity Ck Dist Cond 0,738 0.0 FT 2 0,944 21.8 FT 4 0.746 30.0 FT 4 Web Shear - - -- D Load Force Allow. - Cond (KIPS) (KIPS) T 4 18,13 19,57 4 9.87 20.53 4 - 13.19 20.53 0 Weight 257. LB Max Comb at Load Unity Ck Dist Cond 0.683 16.5 FT 27 Web Shear - - -- D Load Force Allow. - Cond (KIPS) (KIPS) T 27 - 2.79 11.24 95 NoOdo 'r.4gt+li.ip', • RAFTER 2- 3 NCI Building Systems, L.P. towN220418 Flange Brace Removal Option: OFF COLUMN 1- 2 Girts located at 7.33FT 13.33FT Broced at COLUMN 6 - 5 Girts located at 7.33FT 13.5H • Braced at FLANGE BRACE REPORT Purlins located at 2.85FT 7.16FT ll.47FT 15.78FT 20.10FT 24.41FT 28.72FT 33.03FT 37.35FT 38.63FT ,.. . Braced at B B B 13 B B B B •:i i..) INTCOL 4 - 3 .unbraced g ,. RAFTER 3 - 5 Purlins located at 1.27FT 5,59FT 9.90FT 14.21FT 18,52FT 22.84FT 27.15FT 31.46FT 35,77FT 38.63FT Braced at Page 1 02/09/2005 96 Filename - C :\DsnLib\220418W,nif Synercom Design I I I Rigid Frame Analysis and Design Software I I I I NCI Building Systems, L.P. I Exe Version - 1.0,8.6 Exe Path - C :\PROGRA- 1\NCIMAI- 2\NCIFRA -1,EXE Run Started At - 02/09/2005 14 :01:38 RUN IDENTIFICATION Title - 220418 Engineer - arashs Project - Reference Date - 11/19/2004 Input Type - Macro Frame Type - Rigid Frame From Shape - Gable Frame Symmetry - Yes Frame Line - frame line 2 RUN OPTIONS Mode of Operation - Analysis Unity Check Range - 0,900 to 1,030 Maximum Segment Size - 2,000 FT Coef, of Linear Expansion - 0,0000065000/DEG,F Modulus of Elasticity, E - 29000000. PSI Flange Brace Removal - No Web Stiffeners Allowed - No Minimum No. of Anchor Bolts - 4 REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C:\PROGRA- 1\NCIMAI- 2\179182- 1,'1IF /0 C : \PROGRA- 1\NCIMAI- 2\179182 -1,dso N /D /P C ;\PROGRA- 1\NCIMAI- 2\179182 -1,SAV 12Js r,J catoc &36(St G rowCE w,'. ONE GP 1-7A CT °4 97 NCI Building Systems, L.P. roziv 220418 OVERALL FRAME INFORMATION Total Building Width - Distance to Ridge - No. of Interior Columns - No. of Rafters Purlin Projection - MACRO INPUT PROCESSING 80.000 FT 40.000 FT 1 2 8.250 IN FROM' ROOF Roof Slope - 1,000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 10 Purlin Locations and Bracing (Ridge Down)... 1- 1.27 B 2- 5.57 B 3- 9,88 B 4- 14.18 BACK ROOF Roof Slope - -1.000 on 12 Rafter No.s - 2 to 2 No. of Purlins - 10 Purlin Locations and Bracing (Ridge Down).,, 1- 1.27 B 2- 5.57 B 3- 9.88 B 4- 14.18 MODULE WIDTHS 40,000 40,000 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Bose Height Slope ProJ Depth Depth Dist. Depth Settle Diff Displ Cond Kx ) 18.500 0,000 8.250 10.000 0.000 0.000 18.000 0.00 0.00 0,00 P 1.50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS 7,333 B 13.333 B FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates 1 5B 5B 8I W1 W1 WE 5B 5B 8I 55.00 46,00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth p 2 P 3 p 4 p 5 p 18.00(3) 18.00( ). 18,00(4) 0.00( ) 0,00( ) Section OF Plates Web Plates IF Plates 1 5B 5B 8I W8 W1 WE 5B 5B 8I 2 5C 5B 8I W8 W8 WE 5B 5B 8I 3 6B 5B 8I WA WA WE 6D 5D 8I FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 10 Cycle 1 02/09/2005 5- 18.48 B 6- 22.78 7- 27.08 B 8- 31.39 B 9- 35.69 B 1D- 39.99 B 5- 18.48 B 6- 22.78 7- 27.08 B 8- 31.39 B 9- 35.69 B 10- 39.99 B FyFlg FyWeb Depth S Depth S Depth S 6p 7 p 8 P 0.00( ) 0.00( ) 0,00( ) FyFig FyWeb Length 55.00 46.00 0.00 55.00 46,00 20.00 55.00 46.00 10.00 Depth S 9 p 0.00( ) Depth S 10 p 0.00( ) INTERIOR COLUMN 1 Base Temp Base Base Top FrntFlgPlts Web Plates BackFlgPlts Depth FyFlg FyWeb Settle Diff Disp1 Cond Cond Kx 6C 8B 8D W1 W1 W1 6C 8B 8D 12,000 55.00 46,00 0,00 0,00 0.00 P P 1,00 End S Depth p 28.00( ) Temp Num Diff Kx Sec 0,00 1.00 3 98 14 17 NCI Building Systems, L.P. .4220418 Front flange brace locations: none Back flange brace locations: none BACK SIDEWALL GIRT AND BRACE LOCATIONS 7.333 B 13.333 B MACRO INPUT PROCESSING RAFTER 2 FROM INTERIOR COLUMN Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 28,00( ) 18.00(4) 18.00( ) 0.00( ) 0.00( ) 0,00( ) 0,00( ) 0.00( ) Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 6B 5B 8I WA WA WE 6D 5D 8I 55,00 46,00 10.00 2 5C 5B 8I W8 W8 WE 5B 5B 8I 55,00 46.00 20.00 3 5B 5B 8I W8 W1 WE 5B 5B 8I 55,00 46,00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 10 BACK EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Pro) Depth Depth Dist. Depth Settle Diff Displ Cond Kx 18.500 0.000 8.250 10.000 0,000 0.000 18.000 0.00 0,00 0,00 P 1.50 BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 5B 5B 8I W1 W1 WE 5B 5B 81 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length Slntens Elntens 2 1 SEL1 GLOB X CONC 0,000 0.000 6.70000 0.00000 2 1 SEL1 GLOB ,Y UNIF 0,000 0.000 0.03900 0,00000 5 6 SEL1 GLOB X CONC 0.000 0,000 6,70000 0,00000 3 5 SEL1 GLOB Y UNIF 0.000 0.000 0.03900 0,00000 2 1 SEL2 GLOB X CONC 0,000 0.000 6.70000 0,00000 2 1 SEL2 GLOB Y UNIF 0.000 0.000 - 0,03900 0.00000 5 6 SEL2 GLOB X CONC 0.000 0.000 6.70000 0.00000 3 5 SEL2 GLOB Y UNIF 0.000 0,000 -0.03900 0.00000 2 1 SERI. GLOB X CONC 0.000 0.000 - 6.70000 0.00000 2 1 SERI GLOB Y UNIF 0,000 0,000 0.03900 0.00000 5 6 SERI GLOB X CONC 0.000 0.000 - 6.70000 0,00000 3 5 SERI GLOB Y UNIF 0.000 0.000 0.03900 0,00000 2 1 SER2 GLOB X CONC 0.000 0.000 - 6,70000 0,00000 2 1 SER2 GLOB Y UNIF 0.000 0,000 - 0,03900 0.00000 5 6 SER2 GLOB X CONC 0.000 0.000 - 6.70000 0.00000 3 5 SER2 GLOB Y UNIF 0.000 0.000 - 0.03900 0.00000 FRAME LOADS Surface Group System Dir Type Distance Length Slntens Elntens FRO DL FRAME G UNIF 0,000 0,000 0,05380 0.05380 BRO DL FRAME G UNIF 0,000 0.000 0,05380 0.05380 FRO LL FRAME G UNIF 0.000 0,000 0.53750 0,53750 BRO LL FRAME G UNIF 0.000 0.000 0.53750 0,53750 FRO CL FRAME G UNIF 0.000 0.000 0.10750 0,10750 Cycle 1 02/09/2005 Depth S 9 p 0.00( ) Depth S 10 p 0.00( ) 4- End S Depth p 18.00(3) Temp Num Diff Kx Sec 0.00 1,00 3 SAD CASE 50 [4. CAD SSE 361-Z GOAD cps6 SERI. f o CA5g t5ER z i 99 MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 ^220418 02/09/2005 BRO CL FRAME G UNIF 0,000 0.000 0.10750 0.10750 FRO SL FRAME G UNIF 0.000 0,000 O..Jb5U 0.37630 BRO SL FRAME G UNIF 0.000 0,000 0,37630 0.37630 FRO UBL FRAME G UNIF 0.000 0.000 0,11290 0,11290 BRO UBL FRAME 6 UNIF 0,000 0,000 0.64900 0,64900 FRO UBR FRAME G UNIF 0.000 0.000 0.64900 0,64900 BRO UBR FRAME G UNIF 0.000 0.000 0.11290 0.11290 FSW WLL FRAME N UNIF 0.000 0.000 0.05210 0.05210 FRO WLL FRAME N UNIF 0.000 0.000 - 0.20590 - 0.20590 BRO WLL FRAM N UNIF 0.000 0.000 - 0.13010 - 0.13010 BSW WLL FRAM N UNIF 0.000 0.000 - 0.11120 -0.11120 FSW WLR FRAME N UNIF 0,000 0.000 -0.11120 - 0.11120 FRO WLR FRAM N UNIF 0.000 0.000 - 0.13010 - 0,13010 BRO WLR FRAME N UNIF 0.000 0,000 - 0.20590 - 0,20590 BSW WLR FRAME N UNIF 0.000 0.000 0,05210 0,05210 FSW WL2 FRAME N UNIF 0.000 0.000 0.13720 0.13720 FRO WL2 FRAME N UNIF 0,000 0.000 -0.12070 - 0.12070 BRO Wl2 FRAME N UNIF 0,000 0.000 - 0.04500 - 0.04500 BSW WL2 FRAME N UNIF 0.000 0.000 - 0,02600 -0.02600 FSW WR2 FRAM N UNIF 0.000 0.000 - 0.02600 -0,02600 FRO WR2 FRAME N UNIF 0.000 0.000 - 0,04500 -0.04500 BRO WR2 FRAME N UNIF 0.000 0.000 - 0,12070 -0.12070 BSW WR2 FRAME N UNIF 0.000 0,000 0.13720 0.13720 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length SIntens Elntens 1 2 DL GLOB Y UNIF 0.000 0.000 - 0.01499 - 0,01499 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 - 0.02142 - 0,02142 DLWT 4 3 DL GLOB Y UNIF 0.000 0.000 - 0.01825 -0.01825 DLWT 3 5 DL GLOB Y UNIF 0.000 0.000 - 0.02142 -0.02142 DLWT 6 5 DL GLOB Y UNIF 0.000 0.000 - 0.01499 - 0.01499 DLWT 100 W OC 6 U O 0 N D CO ID J H U) LL, W O g ZI - L.L. N �. I Z = I- O Z I- W U O- 0 I-- W H r- O W Z U _ 0 Z MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 ^220418 02/09/2005 LOAD COMBINATIONS 1 M 1,000 100, DL DL 2 M 1.000 100, DL 100. LL 100. CL DL +LL +CL 3 M 1.000 100. DL 100. SL 100. CL DL +SL +CL 4 M 1.000 100. DL 100. UBL 100. CL DL + UBL +CL 5 M 1.000 100. DL 100. UBR 100. CL DL + UBR + CL 6 M 1.000 60. DL 100. WLL 0.6 "DL + WLL 7 M 1.000 60. DL 100. WL2 0.6 *DL + WL2 8 M 1.000 60. DL 100, WLR 0.6 *DL + WLR 9 M 1,000 60, DL 100. WR2 0.6 *DL + WR2 .. 10 M 1,000 100, DL 75, LL 75. WLL 100. CL DL + 0,75 *LL + 0.75 "WLL + CL 11 M 1,000 100. DL 75. SL 75. WLL 100. CL DL + 0,75 *SL + 0.75 *WLL + CL 12 M 1.000 100. DL 75, UBL 75, WLL 100, CL Di + 0,75 *UBL + 0,75 *WLL + CL 13 M 1.000 100. DL 75. UBR 75. WLL 100. CL DL + 0.75"UBR + 0,75 "WLL + CL 14 M 1.000 100. DL 75. LL 75. WL2 100. CL DL + 0,75 *LL + 0,75 *WL2 + CL 15 M 1,000 100. DL 75. SL 75. WL2 100. CL DL + 0.75 *SL + 0.75"WL2 + CL 16 M 1.000 100. DL 75. UBL 75, WL2 100. CL DL + 0.75 *UBL + 0,75 "WL2 + CL 17 M 1.000 100. DL 75. UBR 75. WL2 100. CL DL + 0.75 *UBR + 0.75*WL2 + CL 18 M 1,000 100. DL 75. LL 75. WLR 100, CL DL + 0,75 "LL + 0,75"WLR + CL 19 M 1.000 100. DL 75. SL 75. WLR 100. CL DL + 0.75*SL + 0.75 "WLR + CL 20 M 1.000 100. DL 75. UBL 75, WLR 100, CL DL + 0,75 *UBL + 0.75 "WLR + CL 21 M 1.000 100. DL 75. UBR 75. WLR 100. CL DL + 0.75*UBR + 0.75 *WLR + CL 22 M 1.000 100. DL 75. LL 75. WR2 100. CL DL + 0.75 *LL + 0.75 *WR2 + CL 23 M 1.000 100. DL 75. SL 75. WR2 100. CL DL + 0,75 *SL + 0.7511R2+ CL 24 M 1.000 100. DL 75. UBL 75. WR2 100, CL DL + 0.75 *UBL + 0,75 *WR2 + CL 25 M 1.000 100. DL 75. UBR 75. WR2 100. CL DL + 0,75 *UBR + 0.75"WR2 + CL 26 M 1.000' 100. DL 100. CL 75. SL 52. SEL1 DL+CL +.75(SL +.7Em1(L)) 27 M 1.000 100. DL 100. CL 75. SL 52. SEL2 DL+CL +.75(SL +.7Em2(L)) 28 M 1.000 100. DL 100. CL 75. SL 52. SER1 DL+CL +.75(SL +.7Em1(R)) 29 M 1.000 100. DL 100. CL 75. SL 52, SER2 DL+CL +.75(SL +.7Em2(R)) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 N (0 NCI Building Systems, L.P. 220418 FRAME GEOMETRY Frame Type Rigid Frame Frame Shope Gable Building Width 80,00 FT No. of Modules 2 Module Widths (FT) 40,00 40.00 Goble Distance 40.00 FT Front Eave Height 18,50 FT Front Column Base Offset ., 0.00 FT Front Column Slope 0,00 /12 Front Roof Slope Back Roof Slope Front Girt Projection Back Girt Projection Purlin Projection Bock Eave Height 18,50 FT Back Column Base Offset 0,00 FT Back Column Slope 0.00 /12 LOADING PARAMETERS 1.00 /12 - 1.00 /12 8.25 IN 8,25 IN 8.25 IN Building Code IBC 2003 Building Length 64,00 FT Tributary Width 21.50 FT Dead Load Rate 2.50 PSF Live Load Rate 25.00 PSF Tributary Area Reduction No Collateral Load Rote 5.00 PSF Ground Snow Load Rate 25.00 PSF Min Roof Snow Lood Rote ,.., 0.00 PSF Snow Importance Factor 1,00 Snow Exposure Factor 1.00 Snow Thermal Factor 1,00 Unobstructed Roof Yes Wind Speed 85.00 MPH Wind Pressure 11.01 PSF Wind Exposure B Building Enclosure Enclosed Wind Importance Factor 1.00 Wind Topographical Factor ., 1.00 Front Canopy Projection 0,00 FT Back ConoPY Projection 0.00 FT Use End Zone Coefficients No FRAME DESIGN DATA Page 1 0?/D9/2005 103 Z W LI cc JU U 0 OD CI CD J H N uL W O g Q OD I i- Z I— W 11J U c 0- 0 1--. W W U U. O . . . Z W U = 00 1 Z NCI Building Systems, L.P. 220418 WIND COEFFICIENTS - - -- Windward - - -- Leeward -- -- Case Wall Canopy Roof Roof Canopy Wall Input Length - 64,0 feet Input Trib Width - 21.5 feet Input Dead Load - 2,5000 psf Input Collateral Load - 5.0000 psf Input Live Load - 25.0000 psf Tributary Reduction Allowed: False Input Ground Snow - 25.0000 psf Dead Load - 2,5000 psf Live Load - 25.0000 psf Coll. Load - 5.0000 psf_ Balanced Snow Load - 17,5000 psf Unbalanced Snow Load (Front Canopy) = 5,2500 psf Unbalanced Snow Load (Front Ewe) - 5.2500 psf Unbalanced Snow Load (Front Ridge) - 5.2500 psf Unbalanced Snow Load (Back Ridge) - 30.1875 psf Unbalanced Snow Load (Back Ewe) - 30.1875 psf Unbalanced Snow Load (Back Canopy) - 30.1875 psf. Input Wind Speed - 85.0000 mph Input Wind Importance a 1.0000 Base Wind Pressure = 11.0051 psf Left Windward Wall Case 1 - 0.2200 Left Windward Canopy Case 1 - - 1.4900 Left Windward Roof Case 1 - - 0.8700 Left Leeward Roof Case 1 - - 0.5500 Left Leeward Canopy Case 1 - - 0.3700 Left Leeward Wall Case 1 - - 0,4700 Right Windward Wall Case 1 - 0.2200 Right Windward Canopy Case 1 - - 1,4900 Right Windward Roof Case 1 - - 0.8700 Right Leeward Roof Case 1 - - 0.5500 Right Leeward Canopy Case 1 - -0,3700 Right Leeward Wall Case 1 - -0.4700 Left Windward Wall Case 2 - 0.5800 Left Windward Canopy Case 2 - - 1.4900 Left Windward Roof Case 2 - -0,5100 Left Leeward Roof Case 2 - -0.1900 Left Leeward Canopy Case 2 - - 0,3700 Left Leeward Wall Case 2 - - 0.1100 Right Windward Wall Case 2 - 0.5800 Right Windward Canopy Case 2 - - 1.4900 Right Windward Roof Case 2 - - 0.5100 Right Leeward Roof Case 2 - -0.1900 Right Leeward Canopy Case 2 - - 0.3700 Right Leeward Wall Case 2 - - 0.1100 FRAME DESIGN DATA Page 2 02/09/2005 104 Z 1 0.2 -1.5 -0.9 -0.6 -0,4 -0,5 2 0.6 -1.5 -0.5 -0.2 -0.4 -0.1 ` OC W LOADING DOCUMEMATION 6 8 U O CO CO UU J H NU. WO 2 -71 2 0 I- al ' = F- O uj Z I UCI 0 - W W 2 u. O LLI Z O Z NCI Building Systems, L.P. 220418 LOAD COMBINATIONS 1 M 1.000 DL 2 M 1.000 DL + LL + CL 3 M 1.000 DL + SL + CL 4 M 1,000 DL + UBL + CL 5 M 1.000 DL + UBR + CL 6 M 1,000 0.6 *DL + WLL 7 M 1.000 0.6 *DL + WL2 8 M 1,000 0,6 *DL + WLR 9 M 1.000 0.6 *DL + WR2 10 M 1.000 DL + 0.75 *LL + 0,75 *WLL + CL 11 M 1.000 DL + 0.75 *SL + 0.75 *WLL + CL 12 M 1,000 DL + 0.75 *UBL + 0,75 *WLL + CL 13 M 1.000 DL + 0.75 *UBR + 0.75 *WLL + CL 14 M 1,000 DL + 0.75 *LL + 0.75*WL2 + CL 15 M 1.000 DL + 0.75 *SL + 0.75"W12 + CL 16 M 1.000 DL + 0.75 *UBL + 0,75 *WL2 + CL 17 M 1,000 DL + 0.75 *UBR + 0.75 *WL2 + CL 18 M 1.000 DL + 0.75 *LL + 0,75 *WLR + CL 19 M 1.000 DL + 0.75 *SL + 0,75*WLR + CL 20 M 1.000 DL + 0.75 *UBL + 0.75 *WLR + CL 21 M 1.000 DL + 0.75 *UBR + 0,75*WLR + CL 22 M 1.000 DL + 0.75 *LL + 0.75*WR2 + CL 23 M 1.000 DL + 0.75 *SL + 0,75 *WR2 + CL 24 M 1,000 DL + 0.75 *UBL + 0.75*WR2 + CL 25 M 1,000 DL + 0,75 *UBR + 0,75 *WR2 + CL 26 M 1.000 DL+CL +.75(SL +.7Eml(L)) 27 M 1,000 DL+CL +.75(SL +.7EJn2(L)) 28 M 1.000 DL+CL +.75(SL +,7Em1(R)) 29 M 1.000 DL+CL +.75(SL +.7Em2(R)) 30 M 1.000 .6DL +.7Em1(L) 31 M 1.000 .6DL +.7Em2(L) 32 M 1,000 .6DL +,7Em1(R) 33 M 1.000 .6DL +.7Em2(R) FRAME DESIGN DATA Page 3 02/09/2005 105 Z '~ W Or �. 6 _JO C.) C) CD CO Lu 111 • W WO }} g • Q U n = d W Z F F- O Z F- LU • W U O S • F- W W U -O .. Z W U O � Z :4444 :. Va'.'.Lw:�.i'i�Lv : i..:.. a. an..+ ta.,...:...: w•:....,. w ....,,...n.._:.:..:.:t•.,....ie ��.u':..a.,isu:..- wa.auY ;�.:w:✓.a..«:.. 4 .w..i NCI Building Systems, L.P. 220418 • SUPPORT JOINT 1 -- EXTERIOR COLUMN SHEAR TENSION COMPRESSION . SHEAR & TENS ANCHOR BOLTS AND CONNECTIONS REPORT COLUMN BASE SIZES O.A. SECTION DEPTH 10,5000 (IN) OUTER FLANGE WIDTH 5.0000 (IN) INNER FLANGE WIDTH 5.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE 5.148 (KIPS) 29 SHEAR 0,000 (KIPS) NONE 3.101 (KIPS) 6 TENSION 0.000 (KIPS) NONE 15.430 (KIPS) 5 COMPRESSION 0,000 (KIPS) NONE 9.814 (KIPS) 30 SHEAR & TENS 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR 17.495 (KIPS) TENSION (acting alone) 33.754 (KIPS) COMPRESSION 69,300 (KIPS) ANCHOR BOLTS (A307) QTY AND DIAMETER ( 4) 0.7500 (IN) INTERIOR PITCH 4.0000 (IN) TYPICAL GAUGE 4,0000 (IN) DISTANCE TO FIRST RCM 3.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE WIND/SEISMIC ALLOWABLE SHEAR TENSION (acting alone) COMPRESSION BASE PLATE 23,269 (KIPS) 44.892 (KIPS) 69.300 (KIPS) PLATE WIDTH 6.0000 (IN) PLATE THICKNESS 0.3750 (IN) PLATE LENGTH 11,0000 (IN) Page 1 02/09/2005 106 NCI Building Systems, L.P. 220418 SUPPORT JOINT 4 -- INTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT COLUMN BASE SIZES 0.A. SECTION DEPTH 12.6250 (IN) OUTER FLANGE WIDTH 6.0000 (IN) INNER FLANGE WIDTH 6,0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE SHEAR 0.000 (KIPS) TENSION 5.283 (KIPS) COMPRESSION 33.234 (KIPS) SHEAR & TENS 5.283 (KIPS) PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE ANCHOR BOLTS (A307) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW 2 6 2 6 CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE SHEAR 0,000 (KIPS) NONE TENSION 0.000 (KIPS) NONE COMPRESSION 0,000 (KIPS) NONE SHEAR & TENS 0,000 (KIPS) NONE WIND/SEISMIC ALLOWABLE SHEAR ,17.495 (KIPS) SHEAR 23.269 (KIPS) TENSION (acting alone),. 33.754 (KIPS) TENSION (acting alone)., 44,892 (KIPS) COMPRESSION 81.900 (KIPS) COMPRESSION 81.900 (KIPS) BASE PLATE ( 4) 0.7500 (IN) PLATE WIDTH 6,0000 (IN) 4,0000 (IN) PLATE THICKNESS 0.3750 (IN) 4.0000 (IN) PLATE LENGTH 13.0000 (IN) 3.0000 (IN) Page 2 02/09/2005 107 " Cpkt2fa'+KK NCI Building Systems, L.P. 220418 SUPPORT JOINT 6 -- EXTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT Page 3 02/09/2005 108 COLUMN BASE SIZES ZZ O.A. SECTION DEPTH 10.5000 (IN) i1=- W OUTER FLANGE WIDTH 5,0000 (IN) X INNER FLANGE WIDTH 5.0000 (IN) UO CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES LOAD N 0 WITH NO ALLOWABLE STRESS INCREASE CASE WITH ALLOWABLE STRESS INCREASE CASE W W --- ------- ---- °-- ----- ____ -- - -------- ------ - - - - -- - -- J 1.- SHEAR 5.154 (KIPS) 27 SHEAR 0.000 (KIPS) NONE N W TENSION 3.102 (KIPS) 8 TENSION 0.000 (KIPS) NONE W O }} COMPRESSION 15.425 (KIPS) 4 COMPRESSION 0.000 (KIPS) NONE 2 SHEAR & TENS 9.889 (KIPS) 32 SHEAR & TENS 0.000 (KIPS) NONE g :71 co 0 = a PINNED. BASE CONNECTION DESIGN RESULTS: Successful Design H W Z= H ' 1- ALLOWABLE WIND/SEISMIC ALLOWABLE W ~ W SHEAR 17,495 (KIPS) SHEAR 23.269 (KIPS) U 0 TENSION (acting alone).. 33.754 (KIPS) TENSION (acting alone)., 44.892 (KIPS) 0 H COMPRESSION 69,300 (KIPS) COMPRESSION 69.300 (KIPS) W ANCHOR BOLTS (A307) BASE PLATE H - u O QTY AND DIAMETER ( 4) 0.7500 (IN) PLATE WIDTH 6,0000 (IN) id Z INTERIOR PITCH 4,0000 (IN) PLATE THICKNESS 0,3750 (IN) 0 TYPICAL GAUGE 4.0000 (IN) PLATE LENGTH 11.0000 (IN) ~O F- '. DISTANCE TO FIRST ROW 3.0000 (IN) Z NCI Building Systems, L.P. 220418 DESIGN DEPTH SEGMENT (IN) LEFT 18.0000 RIGHT 18.0000 DESIGN DATA: ANCHOR BOLTS AND CONNECTIONS REPORT CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (3) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE-- - - - - -- - -EDGE DISTANCE- - WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH (IN) (IN) (IN) (KSI) (IN) (IN) (IN) 5,0000 0.5000 23.0000 55.0 1.0000 1.0000 4.0000 WEB -- FLANGE WIDTH- - THICK. OUTER INNER (IN) (IN) (IN) 0,1345 5,0000 5.0000 0,1644 5.0000 5.0000 ADJUSTED ASSOCIATED MOMENT SHEAR LOAD FLANGE (KIP -FT) (KIPS) COND OUTER 80.676 2,670 33 INNER 77.081 1.345 30 -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0.2500 0.2500 0.2500 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS —BOLT QTY & DIAMETER- - GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) TYPE 3.0000 ( 6) 0.7500 ( 6) 0.7500 A325 4.466 121.997 104.996 Successful Design 5.341 126,090 102.664 Successful Design Page 4 02/09/2005 109 NCI Building Systems, L.P. ?2047.8 ANCHOR BOLTS AND CONNECTIONS REPORT CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 3: INTERMEDIATE RAFTER SPLICE (4) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) -- CONNECTION PLATE-- - --- -- - -EDGE DISTANCE- - WIDTH THICK, LENGTH YIELD OUT.FLG IN. FLG PITCH (IN) (IN) (IN) (KSI) (IN) (IN) (IN) 6.0000 0.5000 22,0000 55,0 0.8750 0.8750 DESIGN WEB DEPTH THICK. SEGMENT (IN) (IN) -- FLANGE WIDTH- - OUTER INNER (IN) (IN) LEFT 18.0000 0.1644 5.0000 5.0000 RIGHT 18.0000 0.1875 6,0000 6.0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD FLANGE (KIP -FT) (KIPS) COND OUTER 49.184 INNER 54.475 -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0.3125 0.2500 0.2500 0.3750 GAUGE (IN) Page 5 02/09/2005 - -BOLT QTY a DIAMETER- - OUTER FLG, INNER FLG. BOLT (IN) (IN) TYPE 4.0000 3.0000 ( 4) 0.6250 ( 4) 0.6250 A325 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS 4,843 4 0.000 73.675 112.641 Successful Design 9.869 5 0.000 73,805 112.474 Successful Design 110 Z _ CC W 6 O 0 W I J F- U) 0 U. W� g I � Z OC F— 0 Z I— W W UCD 0 -: F. W F— O .• Z W U= 0 I Z NCI Building Systems, L.P. 220418 CONNECTION DESIGN DATA FOR MEMBER 3- 5 AT DEPTH 2: INTERMEDIATE RAFTER SPLICE (4) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) - - - -- CONNECTION PLATE WIDTH THICK. LENGTH (IN) (IN) (IN) 6,0000 0.5000 22.0000 DESIGN DEPTH SEGMENT (IN) LEFT RIGHT DESIGN DATA: FLANGE OUTER INNER ANCHOR BOLTS AND CONNECTIONS REPORT YIELD OUT.FLG IN. FLG (KSI) (IN) (IN) 55.0 0.8750 0.8750 WEB -- FLANGE WIDTH — THICK. OUTER INNER (IN) (IN) (IN) 18.0000 0.1875 6.0000 6.0000 18.0000 0,1644 5.0000 5.0000 EDGE DISTANCE -- -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0,2500 0.3750 0.3125 0.2500 PITCH GAUGE (IN) (IN) 4,0000 3,0000 BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW (KIP -FT) (KIPS) COND (KIPS) (KIP -FT) (KIP -FT) RESULTS 48.935 4.765 5 0. 000 73.675 112.640 Successful Design 54,475 9,814 4 0.000 73.805 112.474 Successful Design Page 6 02/09/2005 --BOLT QTY & DIAMETER- - OUTER FLG, INNER FLG. BOLT (IN) (IN) TYPE ( 4) 0,6250 ( 4) 0,6250 A325 111 , tG�'iu5c4r::n4'v :: r: i7. u'.,r::,:+4Sa:iaa�?.uuifsi+�+i: Z W 1! O 0 00 0: co w J H N W w 0 } u` Q I H W. Z 7C F— 0 Z F— W Lu U 0 — W W H .. W U= 0 Z NCI Building Systems, L.P, 220418 --- -- CONNECTION PLATE WIDTH THICK. LENGTH (IN) (IN) (IN) ANCHOR BOLTS AND CONNECTIONS REPORT CONNECTION DESIGN DATA FOR MEMBER 3- 5 AT DEPTH 11: VERTICAL KNEE SPLICE (3) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) 5,0000 0.5000 23.0000 55.0 1,0000 DESIGN WEB — FLANGE WIDTH- - DEPTH THICK, OUTER INNER SEGMENT (IN) (IN) (IN) (IN) LEFT 18,0000 0.1345 5.0000 5.0000 RIGHT 18.0000 0,1644 5.0000 5.0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD FLANGE (KIP -FT) (KIPS) COND OUTER 80.303 INNER 76.776 ---- - -EDGE DISTANCE- - YIELD OUT.FLG IN. FLG PITCH (KSI) (IN) (IN) (IN) 1.0000 4.0000 3,0000 ( 6) 0.7500 ( 4) 0.7500 A325 -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0.2500 0.2500 0.2500 0.2500 GAUGE (IN) BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS 3,180 31 4,466. 121.997 104,996 Successful Design 1.854 32 5,341 96.346 99.455 Successful Design - -BOLT QTY 8 DIAMETER- - OUTER FLG. INNER FLG. (IN) (IN) Page 7 02/09/2005 BOLT TYPE 112 Z W OC 6 0 0 co W= J H co u. W O gQ co = d W • Z f I- Z F- W U 0 O N O I— W LU I 0 O LLI Z U =. O~ Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ‘ 44111 N • • • • •: !..1V7. - • j • .• . • • : • . - P1 1 i .i.' UFZGH TES.T1NG LABOiR.-4.TPRY , 4 . r..,..t.,...,2.... 1..., • .. . JACtSDNVILLE, FLORIDA .\ trcaL )-.4 T: •r= X ktN. Ir. r rumrt..)c ..I., =.-nr., r__•r,r.7., ..1.1.. ..'="? 4; a .. ri.. r:. c 71.3.1. rk or-=.1-7' .r.::, p-,:jrup,r, .or =7.7:-.u..7,--1721. ebir-m -....7‘ crt-x.r.m .mer cm x,==.1..1,z-r Dtht N LP.* KT, I :./I P.:-::::::•re..7 :' t`e.. Z Dirat WYr.L1 • :. A COOS iEf.. 7E1-42C0 :FLO:--11C : .E9S 5 • • .• . 'EeE397.T Ca No. -. -:Fer AST:I-AO-5 . Size • .s;:r.e 'FRC 2.50 *BA: '• .. • . 312 .1•.7C 37S. BA' 11.?C 437 ..•• 'El•TC 50 . . • -I* • • per ASTe.-A1 1• .. • 1/4" . . •. 5/1P! • .3/a" . 7116" • 1/2" , • • • • - 51.8" . • .3.j..:20D • • 5/8".: 1.5,ADD:• • •- • 3M" 20,400 • • Z/B" • • 2.5'1,900. - ?LIN. rak (2ounds) * -*FOC guaranties that 2.11 ekcss brace Assemblies fabr.itatd in ' accrdante with the obc table tb1 i11 meet or excee:d the s?ecified. %. ozsemblY breokin's Strength. • • : .'• ' ---; • .: .: .: .* . 1 .' • , • ' .....-/ • • .. . . . . . .. , . . . . • ...: , . • T'ests urere conducteAusing.the Flo-l Sa-d Grips, PI-XXHS strand. . - %. • : and 71.:c eyebolts ES set forth in the above table 'with all tesi:ed : . , . .... • aEsemblies providing.at least loQZ of tIle strand rated breaking load .• . , . 114 • • •Caitif.ied-tITTSBURGii - TEST1NQ L. Hcore P. Rev1sl pale: August 17, 1998 • • -•l • • ' • • • • • • e Cif .• _•. _ NOTICE: IF THE DOCUMENT IN E QUA�TM OF THE DOC T NOTICE IT IS DUE TO THE • •f • 8 • • • • • • NOTf~S. - '� i • \ .j . _ • . 0 ' •*i x' ) . 1 - • • • • - • • . Section praper(les and al{otvablas aria canputed In accordance v�tlh.►ha: • ' • - - ' • - • • . • '1985 edlllon of the A151 specllcafions wlIh 1989 addepdurn. . ,. - • .:• • • I: and (rare for d_ellecIlan delelinlnallon ' x .. . " • 5. and Sr ere for bending ' - /..- r F-,:1075 - / FY = 57,01(51 " ' I • • seclloh Name I ' • . A ��• . OUr1E14510NAC PROPERTIES , - _ :*ALLOWABLE.. ' &h (1t - k) ' - .. • V; .. : (kips) 2,332 + . . = 70.0 KS( • AXIS X- • • AXIS Y•Y , r . 1 R (in) 0.906 • • • D x 8 • . - in) ' . Cade Thick • (In) • Weight '. lb 1 If • Area • (In2) ' . Lip .•• (In) -, I: • tn' 7.761 • Sy% • • ln' 1.058 F1: in 3.070 n . 0.575 • (n ) , 0.335 8x 2.5 Ci6 . 8x7.5 • • • • 16 0.059 2.996 • 0.822 • 0.773 . 4,744 8x 2.5 C15 0x2.5 15 0.065 •3,080 . 0,906 0.788 . • 5,415' j • • 3.124. 0,566 1,904 3,075 '. 0,743 0.375 0;906 0 x 2,5 C14 0 x 2.5 ' 14 0,070 3.317 . 0,976 0.800 •,5.827 • •3 :907 9.210 2.049 3,072 0.000 • • • 0.406. 0,906 8x 2.5 C13 8 x 15 13 0.085 • 4.028 • 1,105 • 0.036 • 7.683 • 7,023 11.125 • 2.701 ' 3.065 0.970 0.511 0.995 8x-2.5 C12• 6 x 2.5 . 12 • 0.105 • : 4,976 1.463 0.805 . 9,705 12.661 • 13.649 - 3.412 3.054- 1.19d 0.649 •. 0.904 10 x 2.5 C16 10 x 2.5 ;16 0.059 3.197 .0.940 . 0,773 5 :863 :.1.842 13.255 • • 2.061 3,755 • 0,719 0.336 0 :875 10x 2.5 C15 10 x 2.5 15 • 0.065 " 3.522 • '1.036 • 0.788. 6:830 2.466 14.582 2,401 - 3,752 0.797 0.376 0.874 to x 2,5 C14 10 x 2.5 - • 14 0.070 • 3.793 1.1 fa • 0,800 7.609 3.083 15.605 2.675 - 3.750. 0,053 0,410 0,074 10 x 2.5 C13 10 x 2.5 13 • 0.,085 •. 4.605 . 1.355 . 0,036 10.489 5,538 '18.973 3 :488 • • 3.742 1.035 0.513 0.874 10 x 2.5 C12 10 x 2.5 12 0.105 5.690 - i.673 0.085 13.263 10.483 • 23.316 4.683 ,"3.733 ' '1,277 •13.654 0.074 - 12 x 2.5 C16 1 x 2.5 • 16 ' 0.059 , '3.598 . 1.058 ' . 0.773• 6.997 • • 1.522 20.601 2:460 4.412• 0.754 0.337 0.844 - 12 X 2.5•C15 • 121x 2.5 15 . .0.065 . 3,964 '. 1.166' 0.786 8.119 2.037 22.670 2.855 • 4,4(0 0.1130 0.371 0,8d.4 12 x 2.5 C14 ::;: 13 : • 1 1 1 08 ,761256' '5.184 • • 1 :525 0800 0,836 904 13.395 25424391 4.571 • 29.529 3169 4.706 440094 4.401 1.085 ::: Z x 25 C3 : ' 5 . 0.8dd_ iZ x 7.5 ClZ 12%2.5 12 0.105 • 6.404 1.883 0,885 17.222 8,646 36.319 6.055 • 4,392' • 1,340 • 0,657 - -tit q,043 Rev1sl pale: August 17, 1998 • • -•l • • ' • • • • • • e Cif .• _•. _ NOTICE: IF THE DOCUMENT IN E QUA�TM OF THE DOC T NOTICE IT IS DUE TO THE • •f '` �'l 711: (C fr -: • , • • • • , . • •a. - s .. . - MM f• ■• L n DIMENSIONAL PROPERTIES • . ' ::-.........;:f<'•-:•• • - • . .. � v;'c' • •. ::..:••�' .. .ALLOWABLE6 ' S ection properifes end allgtvable5 are, 1986 etillon of the AISI s eci(icalians • • . • '1, and liars for dellecllon dalerrrdnalion St and S are for bending • Fy= 57,OKi - •• •Fu =70.0161 • • •• 1 • ' , • i "G. y • AXIS X•}C .. .. . tmlputed In acJordance c fhe " vNih 1989 addendum. n m. • r• . = _ _ I • • • • . • M �{ t ,• I� �1 4 n f •tom AX1S Y•Y, • , 1 -�! 7 "11..1675 • • seclIon (•lame ' •Y' . • D x 8 (In) 14 x 2.5 • . Ga a 9 • l6 • . Thick • 'pn) 0.059 . Weigh( ' lb /If 4.000 Area • (in?) • :1.176 Lip , (In) • 0.773 M,; . (fl - k) 8,144 V: • (kips)' ' 1.298 It • (jr ) 30.063 ". S,• . jIn 2.963. .. Ii, (1n) 5.055 I (in') . 0.701 S (in t • . nr tin) 14 r2.5 C16 ' 0.337 . I 0.815 14 x 2.5 C15 14 x 15 • 0.065 4.406 L296 0.768 9.427, 1.735 . 33.089 3,314 5.053 0.881 0.378 0.015 14 x 2.5 C14 14 x 2.5 .1d 0.070 4.745 •.396 - _ ' 0,800 10.444 • 2.109 35.608 • • 3.072 5.051 0.927 0.412. 0,815 14 x 2.5'C 13 14 x 2.5 • • .13 • • 0 ;005 5.762 1:695 0.836 _ . 15.347 --t - � 3.861 a, ._ - : • 5.395 5.045 5.07 '1.120 1 3 p - 0.510 • 0.659. 0:015 0.015 14 x 2,5 C 12 • • 14 x2,5 12 0.105 73 16 • • 2.093 0,885' • 21.580 , • 7;957 . 53.110 - 7.587 • ,_ • -,•- ---. - • • • 1 • fl evlslon Dale: August 12, 1998 , 1 • • File: c :lengrlormisecilon pronerlles of cees2.doc • NOTICE: IF THE DOCUMENT IN THIS UALI,n FRAME IS LESS HE DOC�UM NTAN THIS NOTICE IT IS DUE TO TH • . • • • ' ' . ,- • � • = • • - NOES: • .. • • . • •. •Sectoh • • . . .. • :1986 edition . , Ir and ' :. S . - - py • • prop.erli and allowabie5 ara 6f the A181 specifications I are for delie dei r erminalfori and Srera for bending ='57.0 I(51 AXIS X•X - - 1n accordance' the 18 t ns with 1 • - - • AXIS•Y -Y . - o - I J L x x / ..t6T5 a. 1 Secllon Name J !' .'.rr - : . DIMENSIONAL .'.•:::i n PROPERTIES , - . ALL OWABLES • • 0 x 8 n Ga a g Thick 11n1 Weight lb .. • Afea In2 • 0.940 Up • ' (In).'' 0,713' • MI . :(ft -k) • 4,870 V, (kips) . • _ 2 Ir . L . 9452 1 s,1 .01 11. (tn) I (1n Sp • (In •• R (In) • 8x3.5 C 18 8 x 5 , • ' 16 . . 0.059: ' = 3.197 • . 1:7.12 '` ' 3.204 1.623 0.548 1.273 6 x 3.5 C15 8 x 3.5 • 15 '0.065 3.522 • 1:036: 6.787' 5.714 . 3,121 10.612, 2.009 3.201 ' 1.678 0.614 1.273 8 x 3.5 C14 -0 x 3.5 14 0.070 ' 3.793 1,116 • 0,800 6.402 ' 3.907' 1 1.411 2.251 3.198 1.008 0.670 1,273 . 8 x 3.5 C1,3 • 0 x 3.5 13 • 0.085 '4.606 1.355 0.836. • ' 8,092. .. 7,023 • 13.769 2.845 • 3.190 2496 • 0.641 1.0•4 • ' 1,273 • 1,273 8 x 3.5 C12 • . 8 x 3,5. • 12 • 0.105 ' 5.690 . 1:673 0:885. ' 10.164 1461 ,16.021 - 3.574 •3.160 2.712 10 x 3.5 C 16 • 10x 3.5 '. .16 0.059. 3:598 1.458 0,773 • • 6;0:71 1.842 , .16.17, i 2,134 , : 3.909 • 1.633 0.55 .550 • 4.242 10 x 3:5 C15 10 x 3.5 15. • 0.065 3.964 1.166 0.787• , 7,102 . • ..2.466. 17.790 2.497 • '3.906 1,000 1.243 • 0.617 10 x 3.5 C14 10 X 3,5 . 14 0.070 . 4,289 1.256 0,800 • • 8 :033 . 3.003 19,136 2.824 • • 3.904 1.939 0.673 •. 1.147 1,243 10 x3.5 C13 • .. •10 x 3 :5 : • 13 ' 0.065 5.184 1 :525 .. 0.836'; 11.022 : 5.530 . 1 0.483 23.151 . 3.875 3 :097 2.356 0.845 10 x 3.5 C12 10 x3,5 • • 12 • _0,105 6.404 • 1.883• • 0,885 13.827 20.456 4,861, 3.007 2.912 ' ' • 1.082 .. 0.552 0.618 1.243 12 x 3.5 C16 .: 12 x 3.5 16 ' 0.059 • • 4.000 . 1,176 ' : ' 0,77.3 7.279 • 1.522 • 7000 2.559 . 4.592 1.721 1.210' 1.210 1.210 -- 12 x3.5 C I5 12 x.3.5 15. 0.065 * 4,408 . 1.296' A. 8,494 • '2.037 27.299 • 2.986 ' 4.590 1,1197 12X 3.5 CH d 1 Z. X 3.5 - . 14 _ 0.070 4.745 1.396 0.000 3.506 •2.546 29.372 3.370 4.568 2.044 0.675 12 x 3.5 C13 12x3.5 13 0.0135 5:762 1,695 ' 0,838 13.204 4,571 35,563 4.674 4.581 2.484 3:071 0,0(1v 1.080 j , q (t - T- LZiI 17.x 3.5 C12 ' 12 X 3.5 • 12 . 0,105. 7.118• . 2.093 0.805 17,000 8,648 43,758 0,203 4.572 .Revision Chat: August 12, 11)98 FIia; :lengrformisecllors pcoperlles of cees3.doc NOTICE: IF THE DOCUMENT IS DUE TO THIS OF THE DOCUMENT. AN THIS NOTICE IT MENT 0 Section Name Revision Dale; An1rtsl 12, 109i1 , • 11. • • 'NOTES; • • • Sedan properties and allowabfes are computed 1n accordance SvilhljIs 1986 edfllon of the AISI specificaffons with 1989 addendum. • • -• It and Irare for deflecffon delermfnalfon . • Sr and Sr are for Bending . • • ' • Fy = 57.0 K81 • - 1.426 1.56 i,1i65 2,303 . • , r,. • c;ienOr(ormisocllnn properpes of ceasr(.rforr NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • • ' '.•r • :i:• - • OIMENSfONAL t} Y . .. - • • •i • . '• r l'ROPERI IFS.' • ' t : • ' • :: • . • a.•� • • • . • • • • • • • • • ' •, ' • • ALLOWABLES •NOTES: • • I . - • • . . • SecUon properlles and allowables 1986 e dillon of the AI51 s ( lrare (or deflection de(erminallon • • S. and Srare for bending. • Fy =57.0KSI • . • • • Fu = 70.0 KSI . , .i '.. • • ....!,:'.:3'''' �'• 16 . AXIS . X4( • • • ' -. ■ ere corripuled In accordance l'd(h the - with i909 adc(endurn. `-- , - -: • • • . It - . _ ' . • • I •, ' 1. �+ • 1. u • • • AXIS Y•Y _8 o X I ! "� • X n =.1815 • • .15.r .. { l, ,, i.: ?�i �:t' • Secllon Name D x B Ga a Thick Weight . Area (In2) • Lip (In) M, (ft -• kJ' • V. : (kips) I= ((ni • • 5,, n (I) ;- " R, . () 1 r (MI • 5,133 S r (In') 13 (In) 8 x 3.5 c15 (Z) 8 x 3 i6 0 6 ' 1.881 0.773 •• 9.739 • , 4.665•. 19,303 0.963 ' 1.652 8 x 3.5 C15 (2) 8 x 3;5 15 0 7.044 2.072, ' • 0,787 11.728 6.248 21.225 5,674 1.076 1.655 6 x 3.5 C14 (2) 6 x 3.5 id • 0.070 7:566 ?.231 • 0,1S00 12.803 ' Laid '• 22.822 6430 1.178 1.657 8x 3.5 C13 (2) 8 x 3.5 :13 •• 4.085- 9.212 2.709 • 0,836 •' 16.183 i 4.o46,: • 27.578 ,506 1,502 1.664 8 x 3.5 C12 (2) 8 - x 3.5 . 12 •• 0.105 11,3704 3.347 0,865 20.329 25.320. 33.840 L374 1.97 i 1 674 • • ' • .. • r . • • J.: .f. i • . • -- ---- rl evlslon Ogle: August 12, (DDB• NOTICE: IF THE DOCUMENT T IN THIS HE QUA OF THE DOCUMENT N THIS NOTICE IT IS DUE File: c:lenprtormiseclton properites of cee$5.doo fr cvisfon Dale: Aupirsl 12. 1.090 . . , t : NOTICE: IF THE DOCUMENT IN OF THE DOCUMENT. THAN THIS NOTICE IT IS DUE TO THE • • File: onenurformtsecIron properties or gave siruts.doc- • Y ai „h ',Id w : • NOTES: y • 1Z °t • • • SeclIon•properllas and allowables ere =puled In accordance wllfrl f1 o x-- ' • - 1906 edillon of the AISI spec(ficellnns Wilt 1909 addendum... �� I and ly ire for deflection deierrr►Inallan • • • • • .. • •• • , . • ' . • " S and Sy for bending ; `7 r ' • - ---- -J < .. ' .. , • . Fy = 57.4 KSI . 1 • \__!2__\ - Section Name • .. •. ' DIMENSIONAL '� E M • PROPERTIES '' • • , ALLLOW,A9LE5 ■ • Fu =70..0Its! ,t . • • 0 t1P - AXIS x -x � . ,,� „ ` .' �, •i.: ` fit - MIS Y•Y 0 x 8 I x B2 • : Pr!) • x 3.375 x 5 Ga • 16 Thick (In) 0.059 ' Weight • lb I If 3.598 Area . (n2) . 1.058 • Lip ' (ln) • 1.088 M, . (II - k) 5.377 V, jklps) 2.350 I. (In 9 ' • • 10,906 6,, (frig) " 1.890 . R, _ • (ink .3.215. 1 (( • 2. ( •8 •0.717 ( R l 8E516 1.650 8E514 0 x 3,375 x 5 . • 14 0.070 4.269 1.756 ' 1.114 7.109 , , . a::957 12,924 , 2.499 3.200 3,440 : 0.870 1,655 0E512 . 8x3.375 X5 12 0.105 6.404 1.883• ),200 11,379 ' 12:754 19.143 4.001. • 3,188 .5,142 1.408 1.653 10E510 10 x 3.375 x 5 16 0.050 4.000 • . 1,176 1,080 6,003 - Lou 10,310 2.302 3.946 .. 3.117 0.719 1.620 10E514 10 x 3.375 x 5 14 • ' •0.070 4.745 . . 1.396 1.114 . 0.991 3,10i• • 21.670 • 3,161 3,041 . 3.697 0.880 • • 1,628 10E512 10i 3.375 X 5 •12 . • - 0.105 , 7.118 • 2,093 .1;200 • • 15 :523 10.546, 32.195 "5456 . 3.922 • 5.537 1.422 - 1 620 .12E516 • 12 x 16 • 0.059 4 ..401 . , 1.294 1,506 1.08 L 1.114 • 8.233 • 10.852 • 1.529 • 2,559 • 28.050 33,201 • 2.895 .3.815 4.655 , 4:650 • 3.2 3,907 , 0.7 • 1.595 12E514 12 x.3.375 x 5. , 14 •• 0.070 5.221 0.083 1.595 12E512 12 x x 5. . 12 0.105 7.832. 2.303 .1,200 20.305 • 8.689 ' 49.422 7.067 4.632 5.855 • 1.439 1.594 14E516 i4 x 3.375 x 5 16 0.059 • • 4.802.. 1.412 1.086 • 9.666 1.302 40.364 3,398 5.348 3.441 • • 0,722 1.561 0.880 1.561 1.436 1.560 14E514 14 x 3.375 x 5 . 14 .. 0.070 • 5,697 . 1.67 _ .1.114 • • 12.719 • 2.178 I 47.793 , 4.472 5.341 '4.002 6.120 •• :14ES 1 Z. • 14 x 3.375 x 5 • 12 . 0.105 8.546 2.513 • 1.200' ' .23.687 . • .7,380 . 71,,250 8.390 5:3Z4 • of ' fr cvisfon Dale: Aupirsl 12. 1.090 . . , t : NOTICE: IF THE DOCUMENT IN OF THE DOCUMENT. THAN THIS NOTICE IT IS DUE TO THE • • File: onenurformtsecIron properties or gave siruts.doc- N. j , OI 4 " NOTES:' yrCC ' • . Section properlfes' allot;iables are ampule(' In accordance wiih Pia -a- 11 o,Irrs . • . - • • 1906 edlifon oryteAISI speclhcellons with t962 add endum • x 0 r ra and tit . 1 n r e for deflection delerrnlnallan L 1 . • • • • • . . I S, and S are for bending • • • • • • • ' • - I • Fy = 57,01(51 . 1, .61 • , I • • • " :, , - • .. � pu 4 10.0.1(51 • 5ect(att•Uamo - - DIME U51ONALPROPERTIES - ' • • • • - ALtbWABLES a r(r�I N (YU� AXIS X,X • 0 (yv� 7 'AXIS Y -Y :i l t. • . D x B 1 x B2 (In) 8 x 2.125 x 2.375 Gage 9 16 Thick • ' (In) . 0.059 Welglll lb 1 II 2.706 . Ares (1n2) . 0.622 Lip (In) . ' • 0.111i , M, Jf l - k) 4.970 . V, ' (Idol_ : 2.332 I. • (in'� . 7.759 . 5„ (1,±3 Re : (f) • I • (In t • S Q,I s1 R • (tnJ B x 7Z16 1 7'47 " 3.072 1,081 0.336 1,148 a x 2215 8 x 2.125 x•2.075 15 .0.065 3.080 0:906 - 0.922 ' 5.599 3.124 6,534 1,969 3.069 . 1.194 0.388 1.148 • 8 x 2Z14' Z l4 • 8 x 2.175 x 2,375 14 0.070 ..3.317 0.976 • 0.930 6 ;070 • 3,907 9,177 2,137 3.067 1;289 0.429 1.150 8x 2Z 13 8 x 2.125 x 2.375 ' . 13 Q085 - 4.028 1 :105 • 0,956 ' 7.749 -7.023 11.095 • 2.724 3.060 .. 1.577 0 :544 • • 1.154 8:0212 8 x x 2.375 12 0.105. 4.976 • 1.463 • 0.990 . 9,519 12.661 13.624 3.347 • 3.051 1.067 0.678 1 1.160 SD x 2216 10 x 2.175 x 2,375 16 , 0.058 • . 3.197 0',940 - 0.911 q.154 1.842 13.215 2.164 3.749 • 1.081 0.330 - 1.072 ID x 2215 • lox 2,125 x 2.375 15 0.065 3.522 • 1.036: ; 0,922 7.214 'x„466 14.541 • 2.536• 3.747 • - 1.195 0.380 1.074 - 10 x 2Z14 t0 i2.125 x 7.375 S4 0,070 3 ;793' 1.116. .0,930 •• • 8,130 . •3,083 15,642 • 2 :056. .3.i45 1,T90 , 0;428 1.075 10 x 2213 10 it 2.125.x 2.375 13 0,005 4.606 . 1,355 0,958 10,600 5•538, 18,933 • 3,727 3,738 1.578 0,544 = 1.079 10 x 2Z12 10 x 2.i25 x 2.375, 12 . 0,105 . 5.690 , 1 :673 . 0.990 • 13.043 10,480 - Z3.255 • . 4,580 3.730 1.968 • ' . 0,675- 1.005 • A evlslon Dale: August 17, Inge NOTICE: IF THE DOCUMENT IN THIS FRAM IS THE DOCUMENT. N LESS THIS NOTICE IT IS DUE TO THE QUALITY • • FIle: c;longrrormiseclldn properties of zeeI.doc y al F • s .' , • • • • . • • 8 ecVon•ptaperlles and alloWables are iempuled In accordance wllfi•tlie • ••i906•edilion of the A15I specilicallons v4{If 1909 addendum, • • , \ 0 '.1 • / L x . • x , . i • , • . • . • • I: and iral'e for deBeclJon delerminalian ' • ' - .• j S and stare for bendlnd •• • ' . 1 , Fy z 57,01(51 .. , • • , .• r • • • .. Fu II 70.0 KSl Set llvn }lams •iw ir5 DIMENSIONAL Vi7 ° !� r 't' r. PROPERTIES - :t. ac: i � • , • , '�' A(.LOWA . : :Yt::�. � CG AXlSX • 7 .4 1• n 7- 1' •r ,' ::; AXIS Y -Y 0 x B 1 x 82 . JIn) • 10 x 3.125 x3.375 Ga a 9 16 : Thick (In) 0.059 • Welghl • • lb /If -• 3,698 . Area ' (In2). 1.058 Lip , (In) :0.pl I M, . (II -10 . 6,348 V. (kips) 1.04Z If _(jnt) ' 10.131 . 5,. • ( x ' 2,732 R, • poi , 3.904 • I (In!) • Sr. ( n') 62) IO x 3Z I6 2,502 0.468 • •1.567 10 3215 10 x 3.125 i3,375 . 15 . • 0.065 3,946 • 1,166 • O 02.2 :. 7,361 '2.466 , 17.749 . •2.500 . 3.902 ''. 2.852 0,532 1.64 10 13214' 10 x 3.125 x 3.375 , 1•4 0.070 4,269: 1,256 0.930 6,769 3.083 19.094 , 2.907 , 3,900 3,077 - - 0.570 1.566 • 1 9 x 3 2 13 1Q x 3.125 x 3.375 13 0.085 •5.184 , i,525 ' 0.956 11,165 • • 5.538 23.112 _ 3 3,693 - i 3.759 • • 0.690 1.570 1 0 x 1 2 1 2 10 x 3.125 x 3.375• 12 0.105 6,404 .' 1.683 : 0,990 : 14.029 10,46.3 -. 28.422 4.932. 3.005 .4.661 0.956 1,77 '' 12 x 3218 12 x 3.125 x3.375 16 0.059 4.000 ' ,1.176 . ;bi i ' • 7,08 • • 1.521 24.750 • 2.675 6.506 • 2;.583 0.400 1.402 12x3115 • 12 x 1125 x 3.375. • • 15 . •0.065 4.406 , 1.206 - • 0.922 8.806 2:037 27.250 • 9.096 • 4,506: 2.652 0.534 1.404 12x 3214 12 x•3,125 x 3,375' • • 14 0.070 .4.745 1,396 •• :0.030 _ 9.869 -;, -2,546 20.321 • • 3.470 4.584 • 3.078 0,573 1,.485 12 x 3213 12 x 3 x 3.375 . 13 0,085 5.762. .1,695 . '0.956 , 13 :462 •4.571 35.515 - • 4,733 4.578 3,760 • 0.701 1 12 x 3Z12 12 x 3,125 x - 3.375 • 12 . . 0.105 7.110 2.093 . 0,090 ' 10.120 6.646 • 43,722 6.374 '4.570 4,602 0.959 1.495 14 x 3216 14 x 3.125 x3,375 16 0.059• 4.401 , 1;204 - 0.911 •:• • 6 :873 "1.206 35,739 3.120 ' 5.255 - 2;503 0.490 1.413 • 14x 3215 . 14 x 3.175 x 3.375 , , 15 0.065 4,848 1.426 • 0.922 ' " 10.756 1.735 39,342 3,006 5.253 2.653 0.535 1.414 14 x 3214 ld x 3.125 x 3.375 14 . 0,070 • • 5.721. 1.536 0.930 •11.479 2.169 42,330 4,036 5.251 3.070 . . 0.575 1.416 14 x 3213 14 x 3.125 x3.375 13 0.085 6.340 1.865 0.956 15.572 3.691 ' 51.307 7.240 5.246 3.760 •0 704 1 • 14 x 3212 14 x 3,125 x 3,375 12 o :105 7,832 2.30 0,9913 27.092 7.357 • 63,204 7.767 5.238 • 4.682 0,961 1.425 R evlslan (late: Aup+ISI 11, 1999 • ' • • File: c :lenurformisecilon properties of zra7 .r,..: • NOTICE: IF THE DOCUMENT INTHIIS FRAME IS LESS CLEAR THAN T NOTICE IT IS DUE TO THE Live Load Stress .158 100 •69 GA. 74 22 7.0 1 • • • • • 12" Ultra -Deli & Double- Lok Design Thickness • (In) 0.0223 • •' _ 12' NET COVERAGE 0.0285 . Weight • (Psi) . • 1.34 • 1.72 I. Fy • (ksl) • 50.0' , • 50.0 • • • • - • NOTES: . • • The panel section properlles have been calculated In accordance with the 1986 edition of the AI51 sp 1909 addendum. ' . . • iI !slur deflection- deierminallon ▪ S, is for bending . , is allowable bending moment • • ' • . • The panel weight has been deducled•from the allowable lads Valdes shown for wind load deflection are limited by 'a ,maxim th rJellectI6n rally' of 13120 . • • • Allowable load values'showri are based on'paneUcoverir}g 3 equal conllnuous spans. Multiply • • • •, values shown.by 0.8 for 2 span.condlllans • • • • • • • • • Load table values do nal Inclgde•wsb crippling requlremdnls • PANEL TOP I14 COMPRESSION (Fy) . I; in /N' • 0.3276 S. Ins hfl 0.1471 . 0.4225 0.1907 - Mr • • In -ktp /11 . 4.40 ". •• 5.71 • A 4.awA� �tiNi�A�M�.�Ap potitin$ 11s Ap oG • Live Load•Slress . 211 • • 134 •. • ▪ • PANEL liOTTt li ill COMPRI S • 'Ix • In' r ft . S, 111 i tI • 0.2010 - . 0.1090 0,2772 0.1459 2 • GAUGE Live Load 0 • 901 461 267 168 13116' Revlslo Data :June 16, 1998 • • File: c:langrformiseclton propedles of anels p iZ- uda.l.doc NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • • • • •• II allowable stress SIO)I (Fy) . - M, , in•kip 111 3.26 4.37 efleclion Si • • • hi, In II • . in-k1 r 1(1 ' 24 GAUGE • • • 260 • • • 151. - 13115' Revision Dale: June' 1998 18 COVERAGE . • 1518' 113"Ult'ra•Dek & Double-Colt Panels 'NOTt.: • • " panel section - properties have been calculated in accordance wilh the 1986 of the.A15I speciticallon,5 " 1989 addendum, • • - • • ••• .. I: is .for defleciloo deierminailon - ,S: Isfor bending • • • • •• M,•is allowable bending moment . • • , ..• The panel weight has been deducted from'Ihe allowable loads Yaiues shown for wind load deffecllon are limited by a maxlmurik defiecilon rallo.of 0120 Allowable load Values shown are based on panel covering 3 equal obniinuoils sparis. Multiply allowable sirens values shown by 0,8 for 2 span conditions . • • e Load (able values do not Include web crippling requirements NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THiS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • 2.92 File: c :lengrrorrnlsecrfon prop§rrfes orpanels - 18- udMi.doc 4 I 1 1 4 1110WAVRglINIFFNMLIAVAII POUNDS pgOSQUAnOVaa r: • . PANEL 801tOM I }tCO.MPRESSIO}1(Fyl 13116' Revision Ogle: June 16, 1998 24' HET C OVERAGE • • NOrrrs• . • T,he panel section properiles have been calculated In accordance wIlh (he edition of the AISI specificallons with. : 1989 addendum. • • • I; Is f or detle cllon determination • • a' 24 "Ultra -D'ek & Double -Lok eanels • - • . Ss Is' for bending', • 'M, Is allowable bending moment ' • • ' The p lies been deducted from the alowabfe triads • Values shown for wind load deflection are -- limited.by a maximum deflection milli milli of U120 • . , • • • ''Allowable load•values shown are based on panel covering 3 equdl " - ' f r • values shown by 0.8 for 2 span conditions • • • e _ Load Ipb(e values do not Include web crippling requfremen(s ' • ' • • • Ftle :'c:lengriorinAsecifon properties of panels - 24 -udd foc • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 535 • 274 159 100 ReOslon pale: AuW rs1 17, 1990 • • .1. • It Is for deflection delerminalion • • S= Cs for benClIng . • • • taut Is allowable bending moment • s The wind:idadstress values hove been Increased by • �t - Y 3J IA /• „• ' z • .Values shown for VAnd Ioad deflection are Minuted by a ' ax Y m Imtvn deAeclion ral(o of 1/120 • Allowable load values shown are hosed on panel covering equal coniirltrotrs Spans. values shown by 0,0 for 2 span' cond►Uons P Mtulllpfy allowable stress This panel is lo tised as II' • wall' • The anal secllo . P n prbjrerlies have been cetcu )n accordanca will, the 1006 ednlon of lute AISJ spec ifically >;dtf; 1.989, addendum. • PANEL TOP IN COMPRESs1014 (Fy) Ir o, M 1n In71 n ' In-k 1.11 • PANEL 60T 111 COMPRESSION(Fy) it • In' /11 1.] 711 .41• In•ktp(fi rf1e: Caenntlnrml.�mt__ .l NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 'r= tiV1MILVIINI o o aN FOUNPOP U s6 OAUGE • Wind Load 5ucllon WlndLoad Deflection • Wind load Pressure PANEL BOTTOM IN COMPRESSION (Fy) in•kip / R evlslon (Me: August 12, 1998 • 31:14 COURAGE . Yu �o EEt' • ' - - SCREtyGRiTht • • • • . - • The pastel section properties have been calculated In accordance t�ilh the 1966 edllfon of the s A(5I ecffica 1060 addendum, p Ilons �tiih • .I: Is for deflection determination •. 5, Is krbendinrd " ' M: Is allowable Bending moment . • • :The wlpd load stress vaftiti5 haye.b r n Increased by33.0% . • • Values shown �k • i • ' wn for wind load detlecllon are I(rnl(ed b a ' ` r y Maximum delieclfvn ral(a of UtZO. • • • • , Allowable load values shown are Based on•panel coverin0 3, egtral'conllnuoils sp ans. Mulllpfy allowable stress • 'Values shown by 0,6 for Z span colydlUons • • • :• • This panel Is fo be Itsed as wall.panel only • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • Fife: c :{engrformisecfton Properties of p eners"_ ,,,., ,r.._ Wind Load 0011 f12 , 172 3111• I . Revision Dale; June 16, 1990 "PIM" Pane • • • • • . • .No7'a; • Th6 panel section properlles have been calculated in a ccordance'wllh•Ihe 1906 edition a(Ihe Ai speclficalio I 5 ' ' • '1989-addendum, B i w1h • •I, is for deflection delerminallon• • • . S. Is foi• bending ' .. MI 1s a llowable bending moment • _ ' • . • % • The panel weighi'has been deducted fr e om Ils allowable loads • . ` • The wfijd load stress values have been n �� ('creased b}r 33 113% 1 • • Values shown for wind load deflection ere limited by a maximtml.deQecllon ratio of 11120 • • Allowable load values shown are based on panel Covering 3 equal.continoous spans. Multiply allowable stress valdes by 0;0' 2 span condi8ons • - • • • Load (able values'do noI Include web crippling requlremenls • Fife; a :lengttormbecllon properlles of panels - pbr,doc NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1.00 . 1.93 Live Load DelleclIon 1.5I 77 45 20 19 - ••• 'PANEL TOP IN COMPIESSIOM (Fy) I: qr., Inr /fl ln3 /fl M, ---- . • In•kl. •/ 11 0.0425 0.0079 0,059ti ...'• ' 0.0571 • ' ��� � • ���INpS����gUA��� MM Ir.. • Revision pale: Augu31 12 • • • 3r UET COVERAGE It "R" Pane J • NO7'E5: • r NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . r. .- t •The panel sl:cllon:properlles have been calctilaled In acc o rd ance tlh•Ihe 1986 of I 1989 addendum, •. he . , . . AISI speclficalloru tivilh • . • • - I.Is for.defiecllon determination : ' ' • . . Sx Is forbending . _ . •M; is allowable bending moment . • • The pahei Weight has been deducll d from Ihe.allowable loads The wind load dress values have been Incfeased • ,4 ' I by 33 I/J °/v ' , rr • • • Values shown for Wind load deflection are Itmlled.by a nraxlrritrn deflection rally of 0120 • . • Allowable load values shown are based on parief covering 0 equal conlinuous•spani,• F +lufiip • allows value's shown by 0.8 for 2 span condlUoris I}` 618 stress • ..Load labia values do not Include web crippling requirements 77 45 . • 28 19 File: c :lengrformiseclion properties of panels - r,doc .• nevfslon pale: Airgrr91 12, .1Z911 • • The panel secllon pfoperlles have been calculated In accordance W lh Ilse 11186 edlllon of the AISI specffical with' 1989 addendum, • ,• „ I, Is for dellecllon defermfnelfon • • S, Is for bending • . Ml,ls allowable bending moment - • .. • '• The panel weight has been dediicled•fro nt the allowable loads •► • Values shown lol`wind load del(ecllon are 1 t (riff ed'by a mazfmum'deQeclfon (alto of UIZO. • Allowable load values shown are based on panel toverIng 3 equal conlfnuous spans. Mulll` values shown by 0,6 for 2-span cohdiUons ply allowable stress. '. : • Load fable values de not Include web crippling requfrerrlenfs 11ANEGPAOPERTIEWe' : .. _ . •t,1 ' PANEL carrot,' IN COMPRESSION • SION (Fy) I, • fnllf( In !ft MI n In -kip /11- - . : ! 1110111110 1INIFaNMRAti011114 PO iNDSPERCI VAAOrillir Live•Load 5tress 114 . 73 ...50 1 ' 3t • • ZZ GAUGE • • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Live Load Defection X37 • 173 . 100 - Pile: c:la: nr(ormtstci(on pron ellrea of .,a.,.r __ .. _ . • � Revision Dale; Avow' 12, logo Design Thickness (In) - 0.0181 0.0270 26 GAUr;I= . tierpOPsSVagrd The pan ' Tel ado!) Properlles have been cafctrtafe accordance wflh the -. T long addendum d In accorde WOG edlllo - • dui Lila A I ( speclQcallr;FS vd11t Is is fordelieclion defermInallon • • ,5, Is forbendlhg : . : • M, Is allowable behding• m nl • .. mo�e • ■ The panel Wet hl .. .- . r 9 has been deducted from the allowable Ioa The wfnd sU • a e ss values have been c� • ; • n In creased b 33 f!3' /, • Values shown for wind load de8ecifon are IV a • • ' - • " Allowable loadvalues shown are based on panel c vbring� e ual conlllon ratio of 1/120 . Values shown b for 2 span gondltans . - 9 • nuous spans. Multiply allowable stress • . Lind-labia values d v nbl Include•web _ crippling regirlremenis PANEL TOP I•I•COMPREss1oH (Fy) • Alfa: c :Ienorror'rnueclf of nanele ., -- NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. e x e l t e c h 1 FILE COPY OVERN1GIITEXFRES 11231 East Marginal Way South Tukwila, Washington Structural Calculations Prepared for: PKJB Architectural Group, P.S. Prepared by: Phillip Van Heyningen, P.E. Larry A. Harris, S.E. Exeltech Consulting, Inc. Project No.: 0436 -001 November 15, 2004 615 Second Avenue — Suite 660 Seattle, WA 98104 (206) 623 -9646 fax (206) 623 -9658 RECEIVED CITY OF TUKWILA NOV 1 6 2004 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE obi of Iuli,`t. /1F i t) ? \haw: r T .i.:s( The calculations contained herein have been prepared exclusively for this project. Exeltech Consulting, Inc. analyzed and /or designed this system for the specific configurations indicated and for the loading criteria appropriate at this location, as of this date. Unless explicitly noted, these calculations do not apply to similar configurations, or to the same configuration at another location. Theses ^••h•. •. ^7" •,. . stamp and wet signature. t D04 -410 1•: ti'y :. r:�' :�i %t;iu: •:. , ' ! .?" . /, � • . t :t'�L � i » �r � i3. :: 1t- f1f , 4,�r:;Y;`1 � S� ' I 7 tf{t A S ir � m O r : na >: !A ! = • ,� tcr. ' 4 , .11 r, n ! y �� 1. • •a C . : t 1 : • k.' '`t t iy '4 ' S Y '� , �� ; ' I t �2Arixi:, lids:. 4iLl r.: 4i uNul.a���t •np'K it i � St • '1:`•L't j `' �, . s �',.. (; � ,�, R • tr � ; �� . �� • t : / u � a t v ! j ug . t. ?c. '$'t t S. t k � ''jf, j (r�;�"yo"y7'(1 t . • � � ;,1 • * j 3 r y, �a ` P rt l .27r S jF �l� '�a"L 6atiw�vwYwiL+YLLJi }i,4V Ur S!•' Project Information (Exeltech No.: 0436 -001) PKJB Architectural Arch. Contact Name: Lisa Winterhalter Group Project Location: Tukwila, WA Phone Number: (206) 624 -3210 Scope of Work Gravity Design Lateral Design Building Foundation r Framing — (not Metal Building) IY New Structure Foundations Metal El n Design Criteria Governing Design Code: International Building Gravity Loads Code Edition: 2003 na psf Deck DL = na psf na psf Deck LL = na psf N/A psf mph Exposure = B Use Group = I S = 49.1 %g psf = 35 pcf = 50 pcf = 250 pcf Roof DL = 15 psf Floor DL = Roof LL = 25 psf Floor LL = Add! DL = Lateral Loads Wind: Basic Wind Speed = 85 Seismic: Site Class = D Seismic Ss= 142.3 %g Allowable Soil Values — (Assumed) Allowable Soil Bearing: 1500 Equivalent Fluid Pressure: Active Yielding Active Restrained Passive Other Comments Schedule Budget Start Date: ASAP Complete by: 11/15/2004 Engineering: hrs Drafting: hrs ;Zipcode Lookup Output! Page 1 of 2 USGS Earthquake Hazards Program The input zip -code is 98108. ZIP CODE 98108 LOCATION 47.5475 Lat. - 122.3094 Long. DISTANCE TO NEAREST GRID POINT 5.3225 kms NEAREST GRID POINT 47.5 Lat. -122.3 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5 %PE in 50 yr 2 %PE in 50 yr PGA 33.112930 45.888500 66.142754 0.2 sec SA 72.323174 110.120399 142.260406*s-- 0.3 sec SA 61.401939 98.998154 128.414307 1.0 sec SA 21.501949 31.489161 49.095829- The input zip -code is 98138. ZIP CODE 98138 LOCATION 47.4639 Lat. - 122.2488 Long. DISTANCE TO NEAREST GRID POINT 5.4456 kms NEAREST GRID POINT 47.5 Lat. -122.2 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5 %PE in 50 yr 2 %PE in 50 yr PGA 32.239639 44.611809 64.403877 0.2 sec SA 69.083946 108.292603 136.905197 0.3 sec SA 60.501369 96.604446 127.084503 1.0 sec SA 21.119511 30.799820 47.666260 The input zip -code is 98168. ZIP CODE 98168 LOCATION 47.4892 Lat. - 122.2991 Long. DISTANCE TO NEAREST GRID POINT 1.2063 kms NEAREST GRID POINT 47.5 Lat. -122.3 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5 %PE in 50 yr 2 %PE in 50 yr PGA 33.112930 45.888500 66.142754 0.2 sec SA 72.323174 110.120399 142.260406 0.3 sec SA 61.401939 98.998154 128.414307 1.0 sec SA 21.501949 31.489161 49.095829 The input zip -code is 98188. ZIP CODE 98188 LOCATION 47.4342 Lat. - 122.2861 Long. DISTANCE TO NEAREST GRID POINT 3.9455 kms NEAREST GRID POINT 47.4 Lat. -122.3 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5 %PE in 50 yr 2 %PE in 50 yr PGA 31.293449 40.851151 55.394939 0.2 sec SA 66.365044 104.852898 127.370201 0.3 sec SA 59.725670 91.768822 122.026100 1.0 sec SA 20.979300 29.720091 43.530849 L 1 1 1 4 inn ^ .4 . 4 Vi. Seismic Loads: Exeltech 615 2nd Ave Seattle, WA 206 623 -9646 Seismic Use Group I Importance Factor (Ie) 1.00 Site Class D Ss (0.2 sec) _ SI (1.0 sec) _ Fa= 1.000 Fv = 1.510 143.26 %g 49.00 %g Seismic Design Category = D Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: la) Torsional Irregularity Vertical Structural Irregularities: No vertical Irregularity Sms = Sm 1 = Zip Code Search for Ss & SI: Mtpikcilutzmaps,usgs.gov/htmlizipcode,html 1.433 0.740 JOB TITLE Overnight Express Sds = Shc = 0.955 0.493 Flexible Diaphrams: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels /sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) = 13.0 ft See ASCE7 Section 9.5.2.2.4 &5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 6 System Over - Strength Factor (S2o) = 2.5 Sds = 0.955 Deflection Amplification Factor (Cd) = 4 Sdl = 0.493 Code Reference Section for Detailing : 2306.4.1 / 2211 PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted . Simplified Analysis - Permitted Design Base Shear V= 1.2SdsW/R = 0.191W Equivalent Lateral -Force Analysis - Permitted Building period coef. (C = 0.020 Approx fundamental period (Ta) = CThn = 0.137 x= 0.75 Seismic response coef. (Cs) = SdsIe/R = 0.159 need not exceed Cs = ShcIe/RTa = 0.600 but not less than Cs = = 0.044SdsIe 0.042 USE Cs = 0.159 Design Base Shear V = 0.159W • Model, Linear & Nonlinear Response Analysis - Permitted (see code for procedure) JOB NO. 043 SHEET NO. CALCULATED BY pvh DATE 11/4/04 CHECKED BY DATE L 2- Design Category = D Design Category = D Z =Z a , W QQ � JU U too LEJ W O g Q N �. � Z I I— O Z I— 0 O N . 0 I— W -I O W Z U = O ~ Z Surface Transverse Direction Longitudinal Direction 2.4 Perpendicular 0 = 0.0 deg GCpf w / -GCpi w / +GCpi Parallel 0 = Odeg GCpf w / -GCpi w / +GCpi r-. N M V' N vD 0.40 0.58 0.22 0.40 0.58 0.22 -2.1 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 -6.9 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 8.7 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 -13.8 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.61 0.79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 ,--- N M •' vl ko 6.4 2.4 6.4 2.4 -5.6 -9.6 -5.6 -9.6 -2.1 -6.1 -2.1 -6.1 -1.2 -5.2 -1.2 -5.2 -3.0 -6.9 -3.0 -6.9 -3.0 -6.9 -3.0 -6.9 1E 8.7 4.7 8.7 4.7 2E -9.8 -13.8 -9.8 -13.8 3E -3.9 -7.8 -3.9 -7.8 4E -2.8 -6.7 -2.8 -6.7 V. Wind Loads - MWFRS h560' (Low -rise Buildings) Enclosed /partially enclosed only Exeltech 615 2nd Ave Seattle, WA 206 623 -9646 PESPENNI;ULOS_ !O RIDGE Transverse Direction Kz = Kh = Base pressure (qh) = GCpi = Parapet Windward parapet: Leeward parapet: 6 ZONE2: le ssor of ' 0.5Eur2.521 2 is rN getive 0.70 (case 1) 11.0 psf +/ -0.18 MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 10.0 psf Roof -3.5 psf End Zone: Wall 11.5 psf Roof -5.9 psf Longitudinal direction (parallel to L) Interior Zone: Wall 10.0 psf End Zone: Wall 11.5 psf Windward roof overhangs: 7.5 psf (upward) add to windward roof pressure 19.8 psf (GCpn = +1.8) -12.1 psf (GCpn = -1.1) JOB NO. 043 SHEET NO. CALCULATED BY pvh DATE 1 1/4/04 CHECKED BY DATE •�.E . tip •. ,:,� ¢� E ,� •,.. -� vunm ram !pm PislikL EL IO , > RIDGE JOB TITLE Overnight Express Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Wind Surface pressures (psi) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 WIND WARD OV F.RHANO 8 WINDWARD ROOF g rZ 72 . r rz rows 2 Tn LEE W ARU ROOF VERTICAL I // _ / / / /. +:'fllir TRANSVERSE ELEVATION - WINDWARD ROOF I 1 L.ILE.EWA Lx U VERTICAL LR or :•:r.Dt.11 2 Torsional loads are 25% of zones 1 - 4. See code for loading diagram 3.0 ft 6.0 ft 5.7 ft LONGITUDINAL ELEVATION Z '~ W re 2 JU O 0 W= W O 5 u_¢ N � = a W Z 1-- I- O Z I- W • W U � O - O H W I - 9 O W Z U � O ~' Z Surface Transverse Direction Longitudinal Direction 2.4 Perpendicular 0 = 0.0 deg GCpf w / -GCpi w / +GCpi Parallel 0 = Odeg GCpf w / -GCpi w / +GCpi •• N M Cr VI 10 0.40 0.58 0.22 0.40 0.58 0.22 -2.1 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 -6.9 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 8.7 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 -13.8 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.61 0.79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 N M 'Cr vl 6.4 2.4 6.4 2.4 -5.6 -9.6 -5.6 -9.6 -2.1 -6.1 -2.1 -6.1 -1.2 -5.2 -1.2 -5.2 -3.0 -6.9 -3.0 -6.9 -3.0 -6.9 -3.0 -6.9 lE 8.7 4.7 8.7 4.7 2E -9.8 -13.8 -9.8 -13.8 3E -3.9 -7.8 -3.9 -7.8 4E -2.8 -6.7 -2.8 -6.7 Company Address City, State Phone other V. Wind Loads - MWFRS h560' (Low -rise Buildings ) Enclosed /partially enclosed only 6 ' ZONE 2: le ssor of "• 0.5Bca'2.51t 2 is n failvt TO =GE Transverse Direction Kz = Kh = Base pressure (qh) = GCpi = Parapet Windward parapet: Leeward parapet: 0.70 (case 1) 11.0 psf +/ -0.18 Wind Surface pressures (psf) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 10.0 psf Roof -3.5 psf End Zone: Wall 11.5 psf Roof -5.9 psf Longitudinal direction (parallel to L) Interior Zone: Wall 10.0 psf End Zone: Wall 11.5 psf Windward roof overhangs: 7.5 psf (upward) add to windward roof pressure 19.8 psf (GCpn = +1.8) -12.1 psf (GCpn = -1.1) • PARALLEL TO rscaz JOB TITLE job title JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = WINDWARD OV ERNANO f fl WINDWARD ROOF 14. Torsional loads are 25% of zones 1 - 4. See code for loading diagram 3.0 ft 6.0 ft 5.7 ft LEEWARD ROOF f 1 "... VER:rICAL -- l r no ar ZONE 2 rr Lr or.7.)14E2 TRANSVERSE ELEVATION ._ WINDWARD . . 11 11. °L t t it V ERT1 CA L LQNGITTiDDIAL ELEVATIONT " .Li.M:i.L ..4v.a a v Z Z cc W QQ � J U 0 0 U) J � N Li WO = W H = Z F. • h0 Z H 0 co O - O I- W W H p- tL 0 . .• W c o O ~ Z GCp +/- GCpi Surface Pressure (psi) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 24 sf 46 sf -1.28 -1.28 -1.28 - -14 psf -14 psf -14 psf -14 psf -14 psf -1.48 -1.41 -1.38 -16 psf -16 psf -15 psf -16 psf -16 psf -1.98 -1.56 -1.38 -22 psf -17 psf -15 psf -19 psf -17 psf 0.48 0.41 0.38 10 psf 10 psf 10 psf 10 psf 10 psf -1.78 -1.71 -1.68 -20 psf -19 psf -19 psf -19 psf -19 psf -2.78 -2.08 -1.78 -31 psf -23 psf -20 psf -26 psf -23 psf GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 16 sf 40 sf -1.17 -1.01 -0.90 -12.9 psf -11.1 psf 10.0 psf -12.5 psf -11.8 psf -1.44 -1.12 -0.90 -15.9 psf -12.4 psf 10.0 psf -15.1 psf -13.8 psf 1.08 0.92 0.81 11.9 psf 10.1 psf 10.0 psf 11:5 psf 10.8 psf Solid Parapet Pressure 1 10 sf 1 100 sf 5 500 sf ;ASE A : Interior zone : 2 24.2 psf 2 21.4 psf 2 20.2 psf V. Wind Loads - Components & Cladding: Low -rise Buildings (h560') & Alternate design 60' <h <90' Kz = Kh (case 1) = 0.70 GCpi = +1 -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 11.0 psf a = 3.0 ft 700sf MWFRS pressure may be used. Minimum parapet height at building perimeter = 9.0 ft co Roof Walls Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Negative Zone 2' Negative Zone 3' Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Parapet 0 -< 7 degrees and Monoslope <- 3 degrees Excltech 615 2nd Ave Seattle, WA 206 623 -9646 qp = 11.0 psf CASE A= pressure towards building CASE B = pressure away from building a 0 a te t- -1 Monoslope roofs 10° < 0 5 30° Roof Angle = 4.8 deg Type of roof = Monoslope Note: GCp reduced by 10% due to roof angle <= 10 deg. ver JOB TITLE Overnight Express JOB NO. CALCULATED BY CHECKED BY 043 SHEET NO. pvh DATE 11/4/04 DATE 2a . 2a Monoslope roofs 3 ° <0<_10° a as 0 > 7 degrees WALL 4a , +guy; „a,rm •Mroeo:.a7.,. 0 > 7 degrees N Project ON Egt c.,1 k rc i L S Engineer: 1 -)V� Date: w . >rti� �:vk�u4tin:tiUl » ikis;&hmJS:1:§::wr}Luwskiwtda e x e I t e c h 3 Ps- ' o 0 fi Subject 'R-a o2 I - PAi 2 A S r� \/ koI 117 S� P L- ?Li`— ,5 L t Ij .S PS F E". / coo p e114(14, oulz.)_ 2.528 Checker: Page Date: S//1Z i sm x c. _ n V z .114 cU l I j cYN s� g ut 5 PLiz-- Project it Project Qv ? NI &-!' i fix. 'E S Engineer: RvA. Date: I) /'4iG 4 ( e x e l t e c h M� •L 5_TLA SNS 2 wf}c.�s § 2?_\ U `ice_ �z_ 2.Z\ 2_,C 1) 7 /I L U SE , TT. To L m X 5 LL— M jn� v z (;71' Qirr 23�� (5 /t,)( 7510 • 1- \ S i Subject LAr t P&L S NP- \N A LLS 23(,'70 z 23,6 '1 o- CANE. S 7n� q3 +9-c 1 Et.Arr-r L S1 M1' N. S /1.\ rr j4 Checker: Date: Project # Page L i 'f- w cc 00 N CO W J CO LL. Ui 0 u_Q tn� = I-W Z = Z W 2 � U � O — O I— W • W z W U= 0 h- z r Project av E .-4 4 _ 41 6 04 r Engineer: p\Ah Date: 1113104 e x e l t e c h it Subject 'Q Ohrc 1 -Arn N (:, 2 () L L ? Checker: Date: L1S 11-4 CPA C._ "IL? IS 'nJ'z Project # OA. Page ■ Overnight Express - Tukwila 0436 -001 PKJB Rev: 510300 User: KW-0803108, Ver 5.1.3, 22•Jun 1099, WIn32 (e) 1083.00 ENERCALC Description Glulam beams - south end General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity _ Trapezoidal Loads Summary [Deflections #1 DL @ Left DL @ Right [Query Values 5.125x12.0 5.125 in 12.000 in GluLam 1.150 Pin -Pin 128.00 #/ft 175.00 #/ft Title : Dsgnr: Description : Scope : General Timber Beam LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 215.00 #/ft 290.00 #/ft 23.00 ft ft 3.00 ft 2,400.0 psi 165.0 psi 650.0 psi 1,800.0 ksi Span= 23.00ft, Right Cant= 3.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,523.44 psi Fb 2,726.89 psi Center Span... Deflection ...Location ...Length /Defl Bending Analysis Ck 20.711 Cv 0.991 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.925 : 1 25.9 k -ft 28.0 k -ft 25.87 k -ft at -0.78 k -ft at 0.00 k -ft -2.07 k -ft 27.95 fv 118.58 psi Fv 189.75 psi Dead Load -0.672 in 11.500 ft 410.9 4.118 ft 4.753 Max Moment 25.87 k -ft 0.00 k -ft 2.07 k -ft @ Left Support 6.49 k 34.184 in2 189.75 psi 4.32 k 6.24 k 0.00 ft 0.00 ft 0.00 ft Total Load -1.848 in 11.500 ft 149.35 11.707 ft 23.000 ft Reactions... Left DL Right DL Sxx 123.000 in3 CI 0.997 Sxx Req'd 113.82 in3 0.00 in3 9.12 in3 @ Right Support 7.29 k 38.435 in2 189.75 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Maximum Shear Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Camber: 1.60 k 2.34 k Lu Lu Lu Start Loc End Loc * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.261 in 275.5 [Stress Calcs J Area 61.500 in2 Allowable fb 2,726.89 psi 2,735.01 psi 2,726.89 psi 1.298 in 1.872 in Shear 4.27 k 4.27 k 0.00 k Date: Page 1 c: \ec \overnight express.ecw:Roof Framing 2.00 ft 0.00 ft 2.00 ft 0.000 ft 26.000 ft Beam Design OK 7.3 k 11.7 k 4.32 k 4.86 k 0.000 in 1.008 in 0.392 in 4.32 k 6.24 k Total Load 0.000 in 0.0 Deflection 0.0000 in 0.0000 in 0.0000 in Job # �.2 0.743 in 96.9 z Z re 1 QQ J 00 CO U) ILI J H N W } g J IL j N a = W H = Z � ZO W W U ON 0H W HI- LL. - Z r) O~ z Overnight Express - Tukwila 0436 -001 PKJB Rev: 510300 User. K•0603188, Ver 5.1.3.22•Jun•1090, WIn32 (c) 1083-00 ENERCALC Description Glulam beams- north end General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Deflections Load Dur. Factor Beam End Fixity #1 DL @ Left DL © Right Summary Center Span... Deflection ...Location ...Length /Deft Bending Analysis Ck 20.711 Cv 0.976 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction [Query Values 5.125x12.0 5.125 in 12.000 in GluLam Le Rb 1.150 Pin -Pin Trapezoidal Loads 85.00 #/ft 130.00 #/ft Span= 26.67ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.921 : 1 Maximum Moment 25.4 k -ft Allowable 27.5 k -ft Max. Positive Moment 25.37 k -ft at 13.762 ft Max. Negative Moment -0.00 k -ft at 26.670 ft Max © Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 27.54 fb 2,475.17 psi fv 99.20 psi Fb 2,686.94 psi Fv 189.75 psi Dead Load -0.921 in 13.442 ft 347.4 M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 4.118 ft 4.753 Max Moment 25.37 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.30 k 27.935 in2 189.75 psi 3.53 k 4.07 k 0.00 ft 0.00 ft 0.00 ft General Timber Beam LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Total Load -2.442 in 13.442 ft 131.04 Reactions... Left DL Right DL Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : 140.00 #/ft 215.00 #/ft Sxx 123.000 in3 CI 0.997 Sxx Req'd 113.31 in3 0.00 in3 0.00 In3 @ Right Support 6.10 k 32.152 in2 189.75 psi Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Bearing Length Req'd Bearing Length Req'd 26.67 ft ft ft 2,400.0 psi 165.0 psi 650.0 psi 1,800.0 ksi 1.33 k 1.53 k Lu Lu Lu Start Loc End Loc Maximum Shear * 1.5 Allowable Shear: 6.1 k 11.7 k @ Left 3.53 k @ Right 4.07 k Camber: @ Left 0.000 in @ Center 1.382 in @ Right 0.000 in Stress Calcs Area 61.500 in2 Allowable fb 2,686.94 psi 2,694.81 psi 2,694.81 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 1.061 in 1.221 in Shear 3.53 k 0.00 k 0.00 k Date: 2.00 ft 0.00 ft 0.00 ft 0.000 ft 0.000 ft Job # Page 1 c:lecloverni ht express.ecw:Roof Framing Beam Design OK Max 3.53 k Max 4.07 k 0.000 in 0.000 in 0.0 0.0 Deflection 0.0000 in 0.0000 in 0.0000 in 1 z • z QQ • � W V U O to cD • LIJ J = H W OO g J W ? w O = W z � 1= o z W • W U O ( O I- w W H � -O .• W O ~ z Overnight Express - Tukwila 0436 -001 PKJB Rev: 510300 User. KW-0603185, Vet 5.1.3, 22-Jun•1999, Win32 (c) 1083.99 ENERCALC Description Drag Beam Wood Section Rectangular Column Column Depth Width Manuf Axial Load Eccentricity Applied Moment Eccentric Side Load ....Side Load Eccentricity ....Side Load Dist. above Base Equivalent Load @ Mid - Height Side Load Moment Max. Design Moment Summary f fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value Fc : X -X Fc : Y -Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor PrI Im: 3.5x11.8 11.88 in 0.000 in Total Column Height Load Duration Factor Fc 3.50 in Fb E - Elastic Modulus DL + LL 981.65 psi 1,596.33 psi 0.00 psi 2,899.65 psi 0.6149 1,596.33 psi 1,596.33 psi 1,596.33 psi 2,121.48 psi 2,899.65 psi 3,856.39 psi Dead Load 0.00 lbs 0.00 in-# 15,300.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in4 0.00in -# Title : Dsgnr: Description : Scope : Timber Column Design General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Truss Joist - MacMillan, Parallam 2 17.00 ft 1.33 1,600.00 psi 2,900.00 psi 2,000 ksi Loads r Live Load 0.00 lbs 0.00 in4 25,500.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 0.00 in-# Using : Pr(lm: 3.5x11.875, Width= 3.50in, Depth= 11.88in, Total Column Ht= 17.00ft 495.99 psi 3,856.39 psi 0.3698 Max k *Lu / d Actual k *Lu /d Min. Allow k *Lu / d Cf:Bending Rb : (Le d / b ^2) ^.5 Cf : Axial Axial X- XkLu /d Axial Y -Y k Lu / d Date: Page 1 c: \ec \overnight express.ecw:Roof Framing Le XX for Axial Le YY for Axial Lu XX for Bending Short Term Load 2,500.00 lbs 40,800.00 in4 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 40,800.00 in-# DL +LL +ST DL +ST 1,041.80 psi 428.27 psi 2,121.48 psi 2,121.48 psi 495.99 psi 3,856.39 psi 0.1694 Job # 0.00 ft 1.00 ft 0.00 ft Column OK LStress Details r 50.00 20.57 11.00 1.000 1.000 1.000 0.00 3.43 Overnight Express - Tukwila 0436 -001 PKJB Description Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt, Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary ' Span= 17.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 490.04 psi Fb 3,332.22 psi Deflections Center Span... Deflection ...Location ...Length /Defl Bending Analysis Ck 19.860 Cv 1.000 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Query Values Drag beam Le Rb 3.5x11.875 3.500 in 11.875 in GluLam DL DL DL 1.150 Pin -Pin 45.000 pcf M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 30.00 #/ft #/ft #/ft 0.147 : 1 3.4 k -ft 22.8 k -ft 3.36 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 22.84 fv 28.53 psi Fv 333.50 psi Dead Load -0.083 in 8.500 ft 2,466.8 0.515 ft 2.448 Max Moment 3.36 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.19 k 3.555 in2 333.50 psi 0.79 k 0.79 k 0.00 ft 0.00 ft 0.00 ft Fb Base Allow Fv Allow Fc Allow E Total Load -0.179 in 8.500 ft 1,140.39 Sxx CI LL LL LL 82.259 in3 0.999 Sxx Req'd 12.10 in3 0.00 in3 0.00 in3 © Right Support 1.19 k 3.555 ln2 333.50 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Center Span 17.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Bearing Length Req'd Bearing Length Req'd 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 50.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Area 41.563 in2 Allowable fb 3,332.22 psi 3,335.00 psi 3,335.00 psi 0.347 in 0.347 in Shear 0.79 k 0.00 k 0.00 k Date: Rev: 510300 User. KW-0803188, Ver 5.1.3, 22•Jun•10D0, WIn32 (c) 1083.90 ENERCALC General Timber Beam Page 1 c:\ec\overnight express.ecw:Roof Framing [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Full Lengh Uniform Loads Maximum Shear *1.5 1.2 k Allowable 13.9 k 8.500 ft Shear: @ Left 0.79 k 0.000 ft @ Right 0.79 k Camber: @ Left 0.000 in @ Center 0.124 in @ Right 0.000 in Reactions... Left DL 0.37 k Max 0.79 k Right DL 0.37 k Max 0.79 k Dead Load 0.000 in 0.0 0.000 in 0.0 0.25 ft 0.00 ft 0.00 ft Deflection 0.0000 in 0.0000 in 0.0000 in Job # Z5 Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs A Viverhaeuscr Business TJ•Beam(TM) 6.10 Serial Number: 7003008100 User: 2 11/15/2004 10:27:41 AM Page 1 Engine Version: 1.10.3 Member Slope: 0t12 Roof Slope0J12 All dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: 1 Timberstrand LSL Beam 2 Timberstrand LSL Beam Roof joists - typical 11 7/8" TJI® 110 @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 Input Width 3.50" Bearing Vertical Reactions Length (Ibs) Live /Dead /Uplift/Total Hanger 475 /285/0/760 1 3.50" Hanger 475 / 285 / 0 / 760 1 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: Simpson Strong - Tie® Connectors Reverse Flanges ITT11.88 0/12 0 N/A ITT11.88 0/12 0 N/A Support Model Slope Skew 1 Top Mount Hanger 2 Top Mount Hanger 19' A Product Diagram is Conceptual. - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 PROJECT INFORMATION: Overnight Express 0436 -001 PKJB Copyright ° 2003 by Trus Joist, a Weyerhaeuser Business TJIe,TJ -Beams and TimberStrande are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro"' are trademarks of True Joist. Simpson Strong -Ties Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. P, \2004 \0436- overnight Express \03 - Design \Max length joists 110 at 24.ums Ply Depth Nailing Detail Depth 11.88" N/A 11.88" N/A Top Flange Offset No No Top Flange Slope 0 0 H6: Top Mount Hanger H6: Top Mount Hanger OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com Support Wood Species N/A N/A Other None None A War:Thaeuser Business TJ•Beam(TM) 6.10 Serial Number: 7003008100 User: 2 11/15/2004 10:27:42 AM DESIGN CONTROLS: Maximum 737 737 3392 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) Operator Notes: 25' - 0" span, 16" on center PROJECT INFORMATION: Overnight Express 0436 -001 PKJB Design -737 737 3392 0.582 0.931 P: \2004 \0436- Overnight Express \03 - Design \Max length joists 110 at 24.sms Roof joists - typical 11 7/8" TJI® 110 @ 24" o/c Page2 EngineVerslon:1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Control 1794 1553 3467 0.614 0.921 Control Passed (41%) Passed (47 %) Passed (98 %) Passed (L/380) Passed (L/237) - Deflection Criteria: STANDARD(LL:L /360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJIe,TJ -Beamm and TimberStrandm are registered trademarks of True Joist. e -I Joist",Pro" and TJ-Pro" are trademarks of True Joist. Simpson Strong -Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com z I z IX w 00 N 0 J H u_ w 0 2 g Q co = z � I- 0 Z H ju O D- O 1- W w u- O W Z O z w�...�r.::,:.:ui i. .: ti: t. V YFi; r.: uAt:.::.`.S.itW * fry,^ 7.« ti i,' �r,. rrStW'» 7:Ja:.` "•�cL..+w.x47+;':/a+A�4. a.; A \xhycthaeuser Business TJ- Beam(TM) 6.10 Serial Number: 7003008100 User:2 11/15/2004 10:27:42 AM Page 3 Engine Version: 1.10.3 Load Group: Primary Load Group Roof joists - typical 11 7/8" TJI® 110 @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED A 18' 5.00" Max. Vertical Reaction Total (ibs) 760 Max. Vertical Reaction Live (ibs) 475 Selected Bearing Length (in) Max. Unbraced Length (in) 30 Loading on all spans, Design Shear (lbs) Max Shear (ibs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (ibs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0436 -001 PKJB LDF = 0.90 , 1.0 Dead 276 -276 276 -276 276 276 285 285 1272 = 1.15 , 1.0 Dead 737 737 737 760 3392 0.582 0.931 A 760 475 + 1.0 Floor + 1.0 Snow -737 -737 737 760 Copyright 0 2003 by True Joist, a Weyerhaeuser Business TJIe,TJ -Beamo and TimberStrandm are registered trademarks of True Joist. e -I Joist ",Pro" and TJ -Pro' are trademarks of True Joist. Simpson Strong -Tied' Connectors ie a registered trademark of Simpson Strong -Tie Company, Inc. P, \2004 \0436- Overnight Express \03 - Design \Max length joists 110 at 24.ams OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip@xltech.com fLa N'w�ib.`nli !, ts:. FrMi:,"; uL14a'. isfsiv.:. 'lnwl'a:ICL:riy�a�.�:f't6.Sa.iY {• i[ • riYh .. J 5u�uai.++,d.at..wv..,.... 1 2 qi;s4 A\Xivrrhinuer Rtuinem TJ- Beam(TM) 6.10 Serial Nuttier: 7003008100 User: 2 11/1512004 10:30:25 AM Page 1 Engine Version: 1.10.3 Member Slope: 0/12 Roof Slope0M2 All dimensions are horizontal. SUPPORTS: 1 Glulam or solid sawn lumber beam 2 Glulam or solid sawn lumber beam Support Top Mount Top Mount - Nailing for Support 1: - Nailing for Support 2: PROJECT INFORMATION: Overnight Express 0435 -001 PKJB 110 joists South end of Roof 11 7/8" TJ I ®110 16" o/c MEMBER INSUFFICI ENT NE TO LOAD 22' LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead P, \2004 \0436 - Overnight Express \03 - Design \Roof joists 110 at 24.sms Input Bearing Vertical Reactions Width Length (Ibs) Live /Dead /Uplift/Total 3.50" Hanger 367 / 220 / 0 / 587 1 3.50" Hanger 367 / 220 / 0 / 587 1 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: Simpson Strong - Tie® Connectors Model Slope Skew Hanger ITT11.88 0/12 0 Hanger ITT11.88 0/12 0 Reverse Flanges N/A N/A Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 Copyright 0 2003 by True Joist, a Weyerhaeuser Business TJI and TJ -Beam are registered trademarks of True Joist. e -I Joist - ,Pro - and TJ -Pro' are trademarks of Trus Joiut. Simpson Strong -Tien Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Top Flange Offset No No Top Flange Slope 0 0 Product Diagram is Conceptual. Ply Depth Nailing Detail Depth 11.88" N/A 11.88" N/A OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com 9-Pk L /2 H6: Top Mount Hanger H6: Top Mount Hanger Support Wood Species Douglas Fir Douglas Fir Other None None T i‘tif VIA • • �- A \XEyerhaeuur Business TJ- Beam(TM) 6.10 Serial Number: 7003008100 User: 2 11/15/2004 10:30:25 AM Page 2 Engine Version: 1.10.3 DESIGN CONTROLS: Maximum Shear (Ibs) 571 Vertical Reaction (Ibs) 571 Moment (Ft -Lbs) 3058 Live Load Defl (in) Total Load Defl (in) Operator Notes: 22' - 0" span, 16" on center PROJECT INFORMATION: Overnight Express 0435 -001 PKJB Design -571 571 3058 0.697 1.116 Control 1794 1553 3467 0.714 1.071 Pt \2004 \0436 - Overnight Express \03 - Design \Roof joists 110 at 24.ems 110 joists South end of Roof 11 7/8" TJ I®110_@ 16" o/c MEMBER IS INSUFFICIEI T DUE TO LOAD Control Passed (32 %) Passed (37 %) Passed (88 %) Pass ailed (L/230) Copyright a 2003 by True Joist, a Weyerhaeuser Business TJIe and TJ -Beamm are registered trademarks of True Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of True Joist. Simpson Strong -Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading 8" o/c unless detailed otherwise. Proper attachment - Deflection Criteria: STANDARD(LL:L/360,TL :U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Phillip Van Heyningen • Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com .... is;. tiy. c ti: G�:;. i. c!.; �I.^✓: s. �taA. r l . 4 d+. t. 5u 1' s: ia'• ad; �1e':: s5a:: rn; iu :�:K:',i..�.br,.:�G.;+;.+u..t� :i'gdy.�yyk •' Ti;fa AVtyerhaeuser Business TJ- Beam(TM) 6.10 Serial Number: 7003008100 User: 2 11/15/2004 10:30:25 AM Page 3 Engine Version: 1.10.3 Load Group: Primary Load Group A 21' 5.00 Max. Vertical Reaction Total (lbs) 587 587 Max. Vertical Reaction Live (lbs) 367 367 Selected Bearing Length (in) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Overnight Express 0435 -001 PKJB 110 joists South end of Roof 11 7/8" TJ I o 10 @ 16" o/c MEMBER ISI SUFFICIEN DUE TO LOAD LDF = 0.90 , 1.0 Dead 214 -214 214 -214 214 214 220 220 1147 = 1.15 , 1.0 Dead 571 571 571 587 3058 0.697 1.116 + 1.0 Floor + 1.0 Snow -571 -571 571 587 Copyright ° 2003 by True Joist, a Weyerhaeuser Business TJI and TJ -Beamm are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro' are trademarks of True Joist. Simpson Strong -Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 1 \2004 \0436 - Overnight Express \03 - Design \Roof joists 110 at 24.sms (yI L 2 30 F(\ T L f S C, K Iv 1 ►r\ 4 01 Q OPERATOR INFORMATION: Phillip Van Heyningen Exeltech Consulting, Inc. 615 2nd Ave. , Suite 660 Seattle, WA 98104 -2228 Phone : 206 623 -9646 Fax : 206 623 -9658 phillip @xltech.com e x e I t e c h oee 1 f Project 0 (l T �X pec.sS Subject FL N r*,Aen �►J Sol ?Q'. CS Lc 2tE_ UsiL is v iz> PSr U N I►- -ueN - \ \■ ALL- LAP S EP 3 ‘. 6 x /coo ?y Z - 36e c.nitA 2 -o x /03 ul S i7�,r+ �,. �A 5 - o x IS • `' / ?,o ST-(41 / jx c zL rr T /MUI.- 2�-� X �2StlSJ z Rvo� TUT wt° ° f O 60 F-1 n A,Lt,e►l..1mu " 1 ( 'f,,`` MIN. t,M 3t ISw psfe 7 22-5 o r 1 F ,rTro Fog- 5 L r i 1 l L M l,pru fv") 1■1,(Z:-.( 13L&L1C , t<& -u►') (15 .) (o C3 2 15 P sF urn Z ( o.q�(3 � b� ) - � (�5.1 ` 3.t�-7) Z t 5U a2 Checker: Date: r 06( K. S 41 4 C. Engineer: V t\ Date: I ► I c'. / U4 Project # 0 +3.• Page F-■ H ee-4 t er ih4n -t-t -}b S 1 R S 4 e,( ," 5 z = J U U w o w t- t - SQ w o L Q w a I = W - _ z rr r,- z1- w • w U O - , wW HU w z 0 z e x e l t e c h S cuL'M /'-t Fc.,67-1 M 3.s z 3.6A u Project CJ r`- 2h f 1` E PK%C C S Subject .1.61 �,4K `3 72 iC 4 :1 F EAter a Co ,3 jc Lo 1 5 rrs2 Checker: Date: Engineer: I 7 Date: 1 1 i U4(U ,r r F-r( • (2 ( 1 S � - I 0 `4 CwAu6 s Isla WAc ti- t' r Try � 4 jar 3, 1 ;f lc - . @ 2 W. ale. L 7 — v . 2 04. Project # C► — Page -FZ z =z • 00 u , 0 J I— w 2 < c I w z 11 0 O co O — O I— w • uj u. Li; O -' F ., O z Overnight Express - Tukwila 0436 -001 PKJB Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 3.00ft square x 10.0in thick with 3- #4 bars Max. Static Soil Pressure 1,454.17 psf Allow Static Soil Pressure 1,500.00 psf Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 4.500 k 7.500 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 4.00 in 6.500 in 0.0033 0.0009 in2 0.0014 % 620.83 psf 1,500.00 psf 2.03 k -ft 5.58 k -ft Title : Dsgnr: Description : Scope : Rev: 510300 User. Kw• 0503188 ,Ver5.1.3,22- Jun•1000,WIn32 Square Footing Design (c)1003.09 ENERCALC Description F3.0 - 1500 PSF - 12,000 lbs. max total load Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf Vu : Actual One -Way Vn *Phi : Allow One -Way Date: 3.000 ft 10.00 in 3 4 3.250 2,000.0 psi 60,000.0 psi 1,500.00 psf 23.20 psi 76.03 psi Job # F3 Page 1 c:\ec\1500psffiqs.ecw:Calculations General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements II Reinforcing 0.109 in2 0.328 in2 0.0014 Footing OK Vu : Actual Two-Way 68.95 psi Vn *Phi : Allow Two -Way 152.05 psi Alternate Rebar Selections... 2 # 4's 2 # 5's 1 # 6's 1 # 7's 1 # 8's 1 # 9's 1 # 10's Z. ,Si W: +Kt4 . t4$ '.W iMN�k� Surf✓ / ?c.Mwn. Wn. Nn.+.z .. ..f.,va.h�..i..k.Y•.zi.Aa+Y..z. Overnight Express - Tukwila 0436 -001 PKJB L Rev: 510300 User. KW.0803188, Ver 5.1.3, 22•Jun•1099, WIn32 (c) 1083.99 ENERCALC General Footing Analysis & Design Page 1 c: \ec \1500psfftgs.ecw:Calculations Description Portion of continuous wall footing [General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Allowable Soil Bearing Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined f'c Fy Concrete Weight [Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 2.00ft x 4.00ft Footing, 10.0in Thick, w/ Column Support 5.00 x 5.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio One -Way Shears... Vu @ Left 5.20 psi Vu @ Right 5.20 psi Vu @ Top 27.16 psi Vu @ Bottom 27.16 psi Moments ACI 9 -1 Mu @ Left 0.54 k -ft Mu @ Right 0.54 k -ft Mu @ Top 2.75 k -ft Mu @ Bottom 2.75 k -ft 2.500 k 6.000 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k DL +LL 1,183.3 1,500.0 0.000 in 0.000 in No Overturning No Overturning 1,500.0 psf 1.330 0.000 in 3 0.00 psf 2,500.0 psi 60,000.0 psi 145.00 pcf DL +LL +ST 1,183.3 psf 1,995.0 psf 0.000 in 0.000 in 1.500 :1 Title : Dsgnr: Description : Scope : 4.51 psi 0.84 psi 4.51 psi 0.84 psi 23.59 psi 4.45 psi 23.59 psi 4.45 psi ACI 9-2 ACI 9-3 0.47 k -ft 0.09 k -ft 0.47 k -ft 0.09 k -ft 2.39 k -ft 0.45 k -ft 2.39 k -ft 0.45 k -ft Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Min Steel % Rebar Center To Edge Distance ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way [footing Design Shear Forces ACI 9 -1 ACI 9 -2 ACI 9 -3 Two -Way Shear 40.10 psi 34.84 psi 6.59 psi Vn' Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 14.1 psi 14.1 psi 72.3 psi 72.3 psi Actual Allowable 2.748 k -ft per ft Vu 27.157 40.105 Date: Job # F4. 2.000 ft 4.000 ft 10.00 in 5.00 in 5.00 in 0.0014 3.50 in Footing Design OK 0.127 in2 per ft Vn ' Phi 85.000 psi 170.000 psi As Reo'd 0.11 1n2 per ft 0.11 in2 per ft 0.13 in2 per ft 0.13 in2 per ft ...; Overnight Express - Tukwila 0436 -001 PKJB Rev: 510300 User. K•0803188. Ver 5.1.3, 22- Jun -1990. WIn32 (c) 1083.99 ENERCALC General Footing Analysis & Design Page 2 c: \ec \1500psff gs.ecw:Calculations Description Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ....seismic = ST : Portion of continuous wall footing 1.400 1.700 1.700 1.100 Left 1,183.33 1,183.33 1,881.67 1,656.67 390.00 Right 1,183.33 1,183.33 1,881.67 1,656.67 390.00 ACI 9 -2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor Title : Dsgnr: Description : Scope : 0.750 0.900 1.300 Top 1,183.33 1,183.33 1,881.67 1,656.67 390.00 Date: Bottom 1,183.33 psf 1,183.33 psf 1,881.67 psf 1,656.67 psf 390.00 psf UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor Job # 1.400 0.900 z z re 11.1 U O N O J = H W g Q co = W z f.. H Z U.1 ui 0 O N o F- W - U u- O .. z W U= 0 H z �....«�... .. ' i• lh:,',: t: i•.'•:,.! a) 3�nS: v';.+ GI'. i�} N: hl. il< 4s +iitN'f�1.1L4.'A.,44,44, r /.£..• Project C� VEQN I(JH - r E2Ci' SZ e x e l t e c h Engineer: i Date: i i /i(J/ Subject Checker: Fuu nr c-: �2 Date: 1 \ C\ CMQ ' m4 n - , cvLu tin `1) race reac_`4iUri S ems' n Mr Lt_t C Maximum Endwall Column Reactions LN 1 1 2 2 Location Corner Column Interior Column Corner Column Interior Column DIA. 1/2" 5/8" 3/4" 7/8" 1" 1 1/8" 1 1/4" Dead Load 0.27 * 0.79 0.00 0.00 PROJ. 1 1/2" 2" 2 1/2" 3 1/2" 3 1/2" 3 1/2" 4" Live Load 2.73 7.95 0.00 0.00 REVISIONS NO. Wind Load (Hor) 1.36 3.23 0.00 0.00 DATE Wind Load (Ver) 1,46 4.24 0.00 0.00 Wind Load (Mom) 0.00 0.00 0.00 0.00 Maximum Braced Bay Reactions Wall Elevation Front Sidewoll Bock Sidewoll Left Endwoll Right Endwoll Type Portal Portal x —Brace None Ver (Kips) 4.63 4.63 0.87 DESCRIPTION BY Hor (Kips) 5.26 5.26 0.80 CK'D Wind Moment (Kips) 0.00 0.00 0.00 Uri Customer: Se End User: D Location: T Del. By TIS Project # CD43co Page a UK Project U V IEX N l(01-17 1E i( Engineer: 1 �1 Date: 1Vicfo vl Subject e x e I t e c h Ura ? 1460 'D'_ -7AvL._ £ t-tr> WALL to( z_ B 0 e a L f SIDTLt�.,A(l._ 1 \ 1 \ i x � ,c4 Isom -S CD - 1.q h 1,cV LL Checker: Date: ©Lh 7 (Fro Q r cy - 'P 1s-1 IN b I, JM O!-( WAUL . 2 3 h^A7. (irk c.,. o� ^) Nr\ 6X R c-tA ZJN- 1 -C-=) L — PC)R.Tl&st_ Q 4 0 Czi.) /5 CZ A - Zocri Project # c3 4 34= — o Page M 4 Project ° \(Cj —7N\ I ( N-9 t -C Engineer: 1_, Date: ))/ / cl1 U c` e x e I t e c h Pa— Subject 4 2 - Checker: Date: @ 24 4 @.it,"(.1.c. t.w. ` :. A \1 rrV S W4 cx c% p -/ g 1 s ► S � ( )(zi'`) Project # O4 kci o0I Page rte, ANCHOR DIAMETER (inches) EMBEDMENT DEPTH (inches) CRITICAL EDGE DISTANCE, C„ (inches) CRITICAL SPACING, S„ (inches) ALLOWABLE SHEAR LOAD BASED ON BOND OR CONCRETE CAPACITY (pounds) ALLOWABLE SHEAR LOAD BASED ON STEEL STRENGTH (pounds) f, = 2,000 psi f, = 4,000 psi ASTM A 36 ISO 898 Class 5.8 ASTM A 193 Grads B7 AISI 304/316 SS 7, 1' /, 2'/, 3 1,010 1,010 1,090 1,360 2,345 1,875 3' /, 5 7 1,675 2,365 57, 8 10' /, 3,335 4,715 1 /, 2' /, 31 /4 47, 1,900 1,900 1,935 2,420 4,170 3,335 47, 67, 8 2,540 3,590 6' /, 9' /, 127, 5,060 7,150 5 / s 27, 3 "/ 5 2,985 2,985 3,780 6,520 5,215 3,025 . 5 7'/, 10 3,575 5,060 77, 11 15 7,125 10,080 3 /, 3' / 5 67 , 4,380 4,380 5,445 9,390 6,385 (67 10 13'!) 6,095 ( 8,620 ( 4,355 10 15 20 12,275 17,360 7 3'/, 5 7' /, 5,700 5,700 5,930 7,410 12,780 8,690 7 117, 15 7,885 11,150 11 17 227, 15,705 22,215 1 4'/, 6' /, 8'/, 7,005 7,005 7745 9,680 16,690 11,350 8' /, 12 16 9,650 13,645 12'/, 187, 247, 19,225 27,190 _ 1' /, 6 9 12 11,790 _ 11,790 12,010 - 15,125 26,080 17,735 12 18 24 19,510 27,590 15 22 30 28,510 40,315 Page 6 of 10 TABLE 7- ALLOWABLE SHEAR LOADS FOR THREADED RODS INSTALLED IN NORMAL - WEIGHT CONCRETE USING HILTI HY -150 ADHESIVE (pounds)t."." ER -5193 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.89 kPa. 'Allowable load shall be the lesser of tabulated bond or concrete and steel values. Load - reduction factors given in Table 4 for reduced edge distance (c) and anchor spacing (s) shall be applied to values in the concrete capacity column. Linear interpolation may be used for intermediate spacings, edge distances, embedments and concrete strengths. Load - reduction factors are cumulative for anchors with multiple anchor spacings or be material edge distances. 'The tabulated values are for anchors installed in concrete complying with Section 2.2.4 and having the designated compressive strength (f',) or higher at the time of installation. 'Allowable loads based on bond or concrete strength have been calculated using a safety factor of 4.0. 'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 'When anchors resist short -term loads, allowable shear loads must be calculated in accordance with Section 2.3.2 of this report. • Y \... •„AaIV 0,44.0. ' I t4Na ANCHOR DIAMETER (inches) EMBEDMENT DEPTH (inches) CRITICAL EDGE DISTANCE, C„ (inches) CRITICAL SPACING, S„ (inches) ALLOWABLE TENSION LOAD BASED ON BOND OR CONCRETE CAPACITY (pounds) ALLOWABLE TENSION LOAD BASED ON STEEL STRENGTH (pounds) . f, = 2,000 psi f, = 4,000 psi ASTM A 36 ISO 598 Class 5.E ASTM A 193 Grad• 87 AISI 3041316 SS 'l, 1 2' /, 3 675 1,185 2,115 2,640 4,555 3,645 3 5' /, 7 1,780. 2,540 5' /, 8 10' /, 2,470 2,625 '/, 2'!, 3' 4 4'/, 1,145 1,475 3,775 4,700 8,100 6,480 4 6' /, 8'!, 2,555 3,690 6'/, 9'/, 12 4,035 4,965 5 /,, .__ 2V, 3"/, 5 1,520 1,865 5,870 ) 7,340 12,655 10,125 5 7 10 4,120 ;'4,920 1 7'/ 11'!, 15 5,645 7,715 /, 3 5 6'!, 2,215 3,680 10,570 18,225 12,390 6' /, 10 13 4,365 c - - 8,330 ,) (8,455 ) s: " .-- 10 15 20 8,920 11,380 7 /, 3'/ 5' /, 7'/, 2,890 4,560 11,510 14,385 24,805 16,865 7 11'/, 15 7,355 10,250 11 17 22 12,495 15,605 1 4' /, 6' /, 8'/, 3,230 4,560 15,030 18,790 32,400 22,030 8'!, 12'!, 16'!, 7,810 10,910 12 18 24 14,570 18,305 1'/, 6 9 12 4,355 6,565 23,490 29,360 50,620 34,425 12 18 24 14,520 19,475 15 22'!, 30 18,010 25,140 Page 5 of 10 TABLE 6- ALLOWABLE TENSION LOADS FOR THREADED RODS INSTALLED IN 2,000 psi AND 4,000 psi NORMAL- WEIGHT CONCRETE, USING HILTI HY -150 ADHESIVE "•" For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. ER -5193 A 5 'Allowable load .shall be the lesser of tabulated bond or concrete and steel values. Load - reduction factors given in Table 4 for reduced edge distance (c) and anchor spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for intermediate spacings, edge distances, embedments and concrete strengths. Load - reduction factors are cumulative for anchors with multiple anchor spacings or base - material edge distances. - 'The tabulated values are for anchors installed in concrete complying with Section 2.2.4 and having the designated compressive strength (f,) or higher at the time of installation. 'Allowable loads based on bond or concrete strength have been calculated using a safety factor of 4.0. 'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report. Hiiti AG FL -9494 Schaan HAP v3.3b Anchor fastening design for HIT -HAS + HY150 -5/8 As per ICBO inspected method Positioning Loads Concrete Customer No.: Phone: Resp.: Anchor fastening design Location: Page: Quotation: Project: List No.: Date: Project name: 1 of 2 Overnight Express 0436 11/10/2004 pvh Compressive strength: 3000 PSI Thickness of base material: 12.00 in Anchoring plate: Ix =7.00 in Iy =8.00 in s1 =3.00 in s2 =3.00 in c1 =8.50 in c2 =11.50 in c3 =15.00 in s2 + Anchor 0 Anchor in slotted hole Tensile Load: N =4630 Lbf Shear Load: Vx =5260 Lbf z zI- CC J o 00 CO J SQ w 0 g w Q = a w z � � z I- ju U p O Y C3 i- w W H� - o t .. z . 0 — 0 z Anchor 1 2 3 4 N [Lbf] 1157 1158 1158 1157 Ni [Lbf] 1315 1315 1315 1315 Vy [Lbf] 0 0 0 0 Vres [Lbf] 1315 1315 1315 1315 Res [Lbf] 1752 1752 • 1752 1752 a 49 49 49 49 f R N . 1.00 1.00 1.00 1.00 fRV 1.00 1.00 1.00 1.00 fAN 0.51 0.51 0.51 0.51 fAV 0.51 0.51 0.51 0.51 Nrec [Lbf] 2458 2458 2458 2458 Vrec [Lbf] 2523 2523 2523 2523 I 0.47 0.47 0.47 0.47 I 0.52 0.52 0.52 0.52 'Res 0.99 0.99 0.99 0.99 h [in] 5 3/8 5 3/8 5 3/8 5 3/8 Hilt' AG FL -9494 Schaan HAP v3.3b Customer No.: Phone: Resp.: Anchor fastening design Location: Page: Quotation: Project: List No.: Date: Project name: 2 of 2 Overnight Express 0436 11/10/2004 pvh Results for HIT -HAS + HY15O -5/8 Project Info Project Address Overnight Express Area in ft Date 1/7/2005 Allowed Watts x ft (or x If) 11231 East Marginal Way South For Building Department Use RECEIVED CITY OF TUKWILA AN 2 6 2005 PERMIT CENTER 0.2 W /ft Tukwila, wshington Applicant Name: PEJE Archi tectural Group, Lisa Winterhalter APR - 1 7005 Applicant Address: 603 Stewart Street #707 Seattle, Washington 98101 Applicant Phone: 206- 624 -3210 ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting . Less than 60% of the fixtures are new, and installed lighting wirAllinearlireased Location (floor /room no.) Occupancy Description Allowed Watts per ft ** Area in ft Allowed x Area Allowed Watts x ft (or x If) Covered Parking (standard paint) :' 0.2 W /ft Covered Parking (reflective paint) APR - 1 7005 0.3 W/ft 2 Th# Open Parking ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 0.2 W /ft Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Allowed Watts x ft (or x If) Covered Parking (standard paint) :' 0.2 W /ft Covered Parking (reflective paint) APR - 1 7005 0.3 W/ft 2 Th# Open Parking Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 0.2 W /ft Location Fixture Description REVIEWED FOR Desciptto�t C COMP!. I ANCE Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking (standard paint) :' 0.2 W /ft Covered Parking (reflective paint) APR - 1 7005 0.3 W/ft 2 Th# Open Parking Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 0.2 W /ft Outdoor Areas Z 0.2 W /ft Bldg. (by facade) _ - J 0.25 W /ft Bldg. (by perim) i r:1! vi , r-) .. -,,;\ 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed CORIc IOC Th# Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts • 2001 Washington State Nonresidential Energy Code Compliance Forms Project Description 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM El New Building El Addition Compliance Option Q Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior) Maximum Allowed Lit~htinz Wattage (Exterior Refer to WSEC Section 1513 for controls and commissioning requirements. Alteration ❑ Plans Included Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interibi)st all fixtures. For exempt lighting, not exception and leave Watts /Fixture blank. se mtgr listed maximum input wattage. ror rtxtures wttn nary -wlrea oattasts only, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. 04- ,'.fld.�"Pfti,�,'4 ti�ly0.tiit °w.k1tR5!�f;nYFw°�v°tv�t µm»�al^ - w_ yNwr, �! �to�x�wsx�v�t� ,w.r�YSr.,r.;,r <�rt June 2001 - KJM Use' LPA` (Wfsf) Use' LPA` (W!sf) 1.5 Painting, welding, carpentry, machine shops 2.3 Police and fire stations Barber shops, beauty shops 2.0 Atria (atriums) 1.0 Hotel banquet/conference /exhibition hall'' 2.0 Assembly spaces auditoriums, gymnasia heaters 1.0 Laboratories 2.0 Group R -1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias, fast food establishments 1.5 Restaurants /bars 1.0 Factories, workshops, handling 1.5 Locker and /or shower facilities 0.8 Gas stations, auto repair shops 1.5 Warehouses ", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries' 1.5 Retail ° , retail banking 1.5 Nursing homes and hotel /motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Main floor building lobbies'' (except mall concourses) 1.2 Laundries 1.3 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) " 1.2 Lighting Summary (back) LTG -SUM 2001 Washington Slate Nonresidential Energy Code Compliance Forms 2001 Washington State Nonresidential Energy Code Compliance Form June 2001 - KJM Prescriptive Spaces Qualification Checklist Note: If occupancy type is "Other' and fixture answer is checked, the number of fixtures in the space Is not limited by Code. Clearly Indicate these spaces on plans. If not qualified, do LPA Calculations. Occupancy: 0 Warehouses, storage areas or aircraft storage hangers QQ Other Lighting Fixtures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -1, T -2, T -4, T -5, T -6, T -8 3. Lamps are 5 -50 Watts, and 4. Ballasts are electronic ballasts 5. Exit lights < 5 watts /fixture 6. Screw -in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance (LPA Footnotes for Table 15 -1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot 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 of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be 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) For 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 foot. 10) Display window illumination installed within 2 feet of the window, lighting for free - standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w /ft of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. Z W QQ 2 J U 00 N O J H N W 0 u_ Q = a W Z = l- 0 W ~ U 0 - O l- W W u- Z W = 0 Opaque Concrete /Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete /Masonry Option, list walls with HC >_ 9.0 Btu /ft °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the Code. Wall Description (including insulation R -value & position) U- factor Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry Ono Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. --r wo. ■trIllrWara r R Opaque Walls 'r.Et.11f rt i J Below Grade Walls Applicant Name: . Wt_ 1..u1 "tvl-1.. \1\IC.c Floors Over Unconditioned Space Applicant Address: NA Slabs -on -Grade Applicant Phone: 10.0 Radiant Floors MA - 1 Z J Maximum U- factors Opaque Doors 0.600 . 0.600 0 NA .1 ikl V)1' t '',,, i '.ti ji`I Maximum SHGC (or SC) Vertical /Overhead Glazing I 0. 650 Space Heat Type 0 Electric resistance O All other ) (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 315.0 — 1148.0 X 100 = 27.4% Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry Ono Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. --r wo. ■trIllrWara Envelope Requirements (enter values as applicalljg) _ Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic i NA All Other Roofs 11231 East Marginal Way South 21.0 Opaque Walls 11.0 Below Grade Walls Applicant Name: NA Floors Over Unconditioned Space Applicant Address: NA Slabs -on -Grade Applicant Phone: 10.0 Radiant Floors NA Maximum U- factors Opaque Doors 0.600 Vertical Glazing 0.600 Overhead Glazing NA Maximum SHGC (or SC) Vertical /Overhead Glazing I 0. 650 Project Info Project Address Overnight Express Date 11/15/2004 11231 East Marginal Way South For Building Department Use RECEIVED CITY OF TUKWIIA } ,: • fit:', 3 ' PPRMIT f l"i t71=R Tukwila, Wshington Applicant Name: PKJS Architectural Group, Lisa Winterhalter Applicant Address: 603 Stewart Street 8707 Seattle, Washington 98101 Applicant Phone: 2o6- 624 -3210 Envelope Summary Climate Zone 1 ENV -SUM 2001 Washington Slate Nonresidential Energy Code Compliance Forms Project Description ❑ New Building U Addition U Alteration ❑ Change of Use Compliance Option U Prescriptive ❑ Component Performance El ENVSTD 2.1 ❑ Systems (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis Seml- heated space 2 Minimum Insulation R- values Roofs Over Semi- Heated Spaces 2001 Washington State Nonresidential Energy Code Compliance Form 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements r Notes: New office area is heated. Work area is unheated space and freeze protected only with gas heaters. D04 -410 First Edition, June 2001 • Department of Community Development 6300 Southcenter BI, #100 Tukwila, WA 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 CITY OF TUKWILA Permit Center z ax cc QQ � J V. U co -J N O J u. w i 1- w Z = ZF w U � O N • H W w Ls= Jim, c) Attached is a letter releasing the assignment of account in the amount of $60,435.00. z If you should have any questions — please call me at 206 -431 -3672. To: Jim Cooch, Wells Fargo From: Brenda Holt, Permit Coordinator Dan Temkin, Batavia Holdings LLC Fax: 206 - 343 -2686 Date: September 29, 2006 206 - 515 -2995 Phone: Pages: 4 (including cover) Re: Assignment of Account ❑ Urgent 10 For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle September 29, 2006 James L. Cooch Wells Fargo Private Banking 999 Third Avenue, 40th Floor PO Box 21927 Seattle, WA 98111 -3827 RE: Release of Cash Assignment Dear Mr. Cooch: There letter hereby authorizes release of the Assignment of Account in the amount of $60,435.00 for the installation of water and sewer in the city right -of -way. This assignment is associated with Overnite Transportation located at 11231 East Marginal Way S, Tukwila, Washington. The work has been completed by the contractor and inspected /approved by the City of Tukwila. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: Permit No. D04 -410 q: \documents \bond release \d05 -0I I — release letter.doc bh City of Tu Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 Release should be sent to: Name: Signed: Amount: $ Inspector. Volley and procalureslred bookWaveloper's project warr.mly form Cronral' February 2003 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 - 431 -3670 Section 4 - to be completed by City staff Amount Released: $ (PD 1 1-1- / I 00 DEVELOPER'S PROJECT WARRANTY REQUEST FORM Section 1 - to be completed by Developer Name of Development: 00e.R.. wrc e Mtss Date: ae o Address: l �'�3i 4 I vtX.C�� Permit No.: , ©y .-t I 0 .1(1-AAA es L CoocL q" 3rd A-ve ( It Li o OO �l City /State /Zip Se.414,, qK I 04 (I.�o 206 - 3 1 1 -- 65 Address: Description _ s of items to be completed (reference plans /documents where items are describe�y 10 COS OF wok Le__ I M- 4►`d e G - 0. (- ) ' I 1_(.9 . W reS--o .; • w r S 61,14 1, 00,e, A/u2,4„) Ind 0, 14,1 D f M4-9-f (9..t cl 2 tom) As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ C, 0 35.00 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: 1443 4l 4 .2006 , or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these nds. Signed: Title: Section 2 r to be completed by City staff THIS FUND IS AUTHORIZED TO BE ACCEPTED 1t. Department Head: - 6o I Li 35 pu Deposited this Date: El Cash /Check Cash Assignment ❑ Bond City Receipt No.: Received By: bikafr Section 3 - to be completed by Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: To be completed by City staff I have reviewed the above work and found it acceptable and therefore authorize the release of the above as h equivalent/bond. V 1/-t-vc\ Date: y P-` /t3, Authorized By: c f ❑ Check - Check No. [ Cash ' E9uivalent - Letter attached ❑ Bond - Letter attached Date Released: g'141)(0 Released by: f2f FV�LQ oo CY z w a I O 0 W 0 f- w o 2 u_? = W z t- Z ui U O - O F-- W IO .. Z w U = 0 I- z JUL 1d '10J le: dilly! IUKWlLH IJUV /NW P.2 /2 CITY OF TUKWILA ASSIGNMENT OF ACCOUNT I/We hereby establish our Assignment of Account in favor of the City of Tukwila in the amount of $ ( o / 1 43S. 00 : This Assignment of Account i i sued in connection with construction of the project known as I1ro, $ o r ;u,n - 1 Wort... located at ( (23 ( - Allr.irb t v �t1c�n I-'-U)1, t�tl f4' to guarantee installation of bt1,e F72- /AI improvements. It is understood that the nature and extent of the improvements is defined by the approved plans and conditions contained in the City of Tuk Pile No. 7 Ott . o If, in the determination of the Director of the Department of Community Development, the above - referenced improvements are not completed as required by the approved plans, conditions, and applicable City standards at the above location no later than ./9 ,a /2 2004 this bank agrees to pay to the City of Tukwila the sum of $ to , or such amount as required by the City of Tukwila to complete said project in accordance with approved plans, conditions, and applicable City standards. Payment shall be made within five (5) days of receipt of written request from the City of Tukwila. This Assignment of Account shall not expire until released in writing by the City of Tukwila, which release shall be provided upon request when the required improvements have been completed as provided above. '7-43-P5 By: Date <to be signed by authorized representative of lending institution) Bank Name Bank Branch * / Account Number Account Depositor P/i/Y /XL- .% 7 '7X //l/ Account Depositor JUL -13 -2005 12:44 2064313665 .7. 2 2- . C ,/-/ Address 99% D fan Name (Please Print) I/ /cam / ' — / Title JAMES L. COOCH WELLS fARGO PRIVATE BANKING 999 THIRD AVENUE,4 th FLOOR P.O. BOX 21927 SEATTLE, WA 98111 3827 City, State, e uo) 343 -8370 uitiXt.tbgSY.abtF'rf4MMN4uaw' WElL FARGO TO: FROM: '2 • ' ?v/ <w /L../9 WELLS FARGO RE: e0 2/ 22/1//% 7224) /,z97 OA/ -- x. D, W. Fi / We. O L- 4/0 s ' 'VIE y' i , G,cU '/ WO /777W,' 77)41y pLEJ Z / F /7 (ft) 2.66 93/ - �G 6S James L. Conch Vice President Private Banking ZAL7 /44 tn $E Gm/ Private Banking Private Client Services 999 3rd Avenue, Suite 4000 Seattle, WA 98104 206 343 -8370 206 343 -2686 Fax 800 756 -1882 Toll Free Ext. 8370 coochjl @wellsfargo.com Private Client Services 999 3rd Avenue, Suite 4000 Seattle,WA 98104 206 343-8367 206 343 -2686 Fax 800 756 -1882 Toll Free '7/ 2 ' I s JUL 1 4 2005 utkWILP PUBLIC WORKS James L. Conch Vice President Private Banking Private Client Services 999 3rd Avenue, Suite 4000 Seattle,WA 98104 206 343-837 206 343 -2686 Fax 800 756-1882 Toll Free Ext.8370 coochjl @wel l sf a rg o.co m id;1;:.L4%Lsi.1 :'4;4;,: az7l4 Vr'wwaw:.:a t- 4: >,w„:s:.w. ur,� w.;.x:+:,d :eat,wi:.,:awtifv�k May 24, 2005 Ms. Lisa Winterhalter 603 Stewart Street, #707 Seattle, WA 98119 Dear Lisa: Sincerely, Stefani'XSpencer Permit Technician encl xc: File No. D04 -410 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 to REVISION #1 Development Permit Application Number D04 -410 Overnight Express —11231 East Marginal Way South This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Public Works Department. At this time, the Building, Planning and Fire Departments have no comments. Public Works Department: Joanna Spencer, at (206) 431 -2441, if you have questions regarding the attached memo. 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. sks Page 1 T :\ Links \Docs \D04- 410\d04- 410 - Correction Letter #1 to Revision #1.DOC 05/24/2005 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PUBLIC WORKS DEPARTMENT COMMENTS DATE: May 23, 2005 PROJECT: Overnight Express PERMIT NO: D04 - 410 PLAN REVIEWER: . L Contact Joanna Spencer at (206) 431 -2440 if you have any a questions regarding the following comments. 1) Revision #1 after permit was issued contains right -of -way work related to capping off existing 8" "water service at the 16" water main and tapping off a new 8" water service at the same water main but at a new location. Please add Standard Construction Notes per attached Bulletin B2. 2) For work in the right -of -way, please submit the following: a) A construction cost estimate for work inside the City right -of -way, including right -of -way restoration. b) Executed Hold Harmless Agreement (copy attached) c) Traffic Control Plan d) Copy of Tukwila business license to be obtained by the contractor performing work inside the City right -of -way. License contact, Barbara Saxton at Tukwila City Clerk's Office, (206)433 -1800. e) Certificate of Insurance Coverage (refer to Public Works Bulletin A4 for coverage limits requirement) naming City of Tukwila as additional insured. f) Performance Financial Guarantee (150% of right -of -way construction cost) in form of a bond, cash/check deposit, or assignment of account. g) A payment in the amount of $2,000.00 to cover cost of pavement mitigation fee due to disturbance of the roadway pavement. This fee will be adjusted prior to Final Public Works Inspection. h) The City requires Turnover Documents when a developer constructs public infrastructure as part of private development (new water service). The owner /agent shall provide a complete set of turnover documents before Final Public Works Inspection.Copy of turnover documents is attached. 3) Public Works approval of Permit D04 -410 consisted of two plan sheets — Cl dated 11/30/04 and C1.0 dated 12/29/04; however, only sheet Cl was submitted. Please submit the second drawing, Sheet C1.0 with appropriate revisions. 4) Provide a schematic water connection detail that will help the contractor to visualize the scope of the water service work. Provide a note addressing installation of the new DDCV for the shop building. All FDCs shall be Storz and not Siamese conections. z w 6 J U 00 w = w 0 H 0 s 0 w w L O ui Z v _i O h- z . 5) Add redlined revisions per attachment CI mark -up. Add the following City of Tukwila details:RS -3, WS -01, WS -10, WS11 (A & B), WS -12A (2 of 2), WS -12B, WS- 13,WS -14, WS15 (20F2) and WS -18 (cut and paste is ok or you can download the Development Guidelines and Design and Construction Standard details from the City web page at www.ci.tukwila.wa.us/pubwks/pwpermit.htm.) (P:Lauric Admin /Joanna/Comments D04 -410 052305) oanna Spencer - FW: TUK -021 Overnite Express -SCL easement From: To: Date: Subject: Joanna, "Lisa Winterhalter" <lisaw @pkjb.com> "'Joanna Spencer "' <jspencer @ci.tukwila.wa.us> 5/12/05 4:58PM FW: TUK -021 Overnite Express -SCL easement Attached is what I have received from believe that this is the information you of the revisions to permit D04 -410. Please let me know if this is adequate permit. Thanks so much, Lisa M. Winterhalter project architect PKJB Architectural Group 206 - 624 -3210 Original Message From: Wilson, Tom [ mailto :wilsont @soundtransit.org] Sent: Thursday, May 12, 2005 4:42 PM To: Lisa Winterhalter - PKJB Subject: TUK -021 Overnite Express -SCL easement Sound Transit on the easement. I requested to complete your review and when we might expect our revised Attached is the Possession and Use Agreement (P &U) that has been filed with the court, but not recorded. The SCL easement is Exhibit B of this P &U. Eventually a final SCL Easement will be recorded and it will be very similar to the one in the P &U. But there may be differences in the text and we know that the legal description and parcel map will be replaced with the attached legal description and parcel map. I have also attached the new maps for the Aerial Guideway Easement and TCE just for your information. I believe the only thing that changed is the TCE area which has always been the same area as the SCL Easement. Tom CC: "Dan Temkin" <dantemkin @gwest.net >, "Bob Power" <bpower @seaconllc.com >, Page 1 z • 6 J 0 O 0 CO 0 W J = F ( LL w 0 I I , O N O I- w • w. L O ..z U= O ~ z { (Joanna Spencer - FW: TUK -021 Overnite Express -SCL easement Page 2 "Patrick McQueen" <pmcqueen @seaconllc.com >, <daryl @rdtlaw.com> z � re w 6 -i U W =. • J F . W oo J. u. d z f..' I- O Z I-- w La p O N .. a '- W W �U U. F • .• Z w 0 •z • 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 r. .��s. lo� i'� ;kiB •V SUPERIOR COURT OF WASHINGTON FOR KING COUNTY No. 04 -2- 18614 -5KNT The Honorable Jay White ) ) ) ) ) ) ) ) ) ) ) ) ) STIPULATION THIS MATTER having come before this Court upon the Stipulation of the parties upon the Petition of Central Puget Sound Regional Transit Authority ( "Petitioner "), seeking: 1. A determination of Just Compensation to be paid in money for the taking and appropriation of the subject property; 2. A judgment and decree of the Court providing for payment of the Just Compensation so determined; and 3. A decree of appropriation appropriating certain property rights, title and interest to the subject property and adjudging that Petitioner be entitled to immediate possession thereof, Petitioner through its attorneys Larry J. Smith and Marisa Veiling Lindell, of Graham & Dunn, PC, and Respondent Batavia Holdings, LLC, through its attorneys Daryl A. Deutsch of CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a regional transit authority, dba Sound Transit, vs, Petitioner, BATAVIA HOLDINGS, LLC, a Washington limited liability company, et al., Respondents. STIPULATION AND ORDER GRAN . ING IMMEDIATE POSSESSION AND U m30607 -52 i 083.5.doc STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE AND ORDER SETTING DATE FOR EXCHANGE OF APPRAISAL REPORTS Tax Parcel No. 1023 04 -9059 (Clerk's action required) GRAHAM & DUNN Pc Pier 70 -- 2801 Alaskan Way Suite 300 Seattle, Washington 98121 -1128 (206) 624-8300/Fax: (206) 340.9599 z z rt w QQ � J U O 0 CO • ui J F^ U LL w 0 co �.a i° � w z = H O w ~ O • N a 1- w W • 0 `_ z O ® H � z 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Rodgers Deutsch & Turner, PLLC, hereby stipulate to the following Facts and entry of the following Order. FACTS 1. With this condemnation action, Petitioner seeks to condemn certain real property and property interests for the construction, operation and maintenance of the Central Link Light Rail Project and its related facilities in Seattle, King County, Washington (the "Light Rail Project "), as contemplated in Petitioner's Resolution No. 2003 -16 (the "Resolution "). 2. The Resolution authorizes the acquisition by condemnation of certain land, property, and property rights including real property identified as Tax Parcel No. 102304 -9059, and legally described in Exhibit 2 to the Petition, which Exhibit is incorporated herein by this reference (the "Parcel "). 3. More specifically, with this condemnation, Petitioner seeks to appropriate a portion of the Parcel as follows: a) A guideway easement, as legally described and depicted in, and in substantially the form of, Exhibit A to this Stipulation and Order; b) An underground and surface rights easement, as legally described and depicted in, and in substantially the form of, Exhibit B to this Stipulation and Order; c) A guy pole, wires and anchors easement, as legally described and depicted in, and in substantially the form of, Exhibit C to this Stipulation and Order; d) A temporary construction easement, as legally described and depicted in, and in substantially the form of, Exhibit D to this Stipulation and Order; and e) A temporary construction easement for demolition, as legally described and depicted in, and in substantially the form of, Exhibit E to this Stipulation and Order. Exhibits A through E to this Stipulation and Order (collectively the "Property ") are incorporated here by this reference. STIPULATION AND ORDER GRANTING GRAHAM & DUNN ec Pier 70 — 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624-8300/Fax: (206) 340 -9599 IMMEDIATE POSSESSION AND USE -- 2 m30607 -52 1083.5.doc 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 4. Pursuant to the terms of the temporary construction easement for demolition ( "Demolition TCE "), Exhibit E hereto, Sound Transit is entitled to demolish the entire commercial metal shop building (the "Building ") located on the Property. Batavia has asked Sound Transit to instead allow Batavia the option to reconfigure the Building into a two -bay . building by demolishing only the northwesterly third of the Building, being that portion of the Building located within the Guideway Easement Area as described and depicted in the Guideway Easement, Exhibit A hereto ( "Removed Portion "). This option includes demolition of the Removed Portion, removal of any debris related to the Removed Portion, repair of the approximately remaining two- thirds of the Building, construction of a replacement office, rest room and parts storage area, previously located within the Removed Portion (collectively, the "Cure Work "). Sound Transit is willing, to agree to this request subject to the following agreement of the parties: a.) Construction of the replacement office, restroom and parties storage area shall not occur within the Guideway Easement Area. b) Sound Transit will provide good faith assistance to Batavia in connection with Batavia's efforts to secure the requisite demolition and construction permits necessary to undertake the Cure Work. Sound Transit will pay reasonable costs incurred by Batavia in connection with Batavia's efforts to secure the requisite demolition and construction permits necessary to undertake the Cure Work, including reasonable fees for related architectural services. c) If Batavia has in hand the demolition and construction permits necessary to undertake the Cure Work by May 15, 2005, and is prepared to accomplish demolition of the Removed Portion no later than June 1, 2005, the Demolition TCE shall be deemed null and void and have no further effect provided that if Batavia is unable to accomplish the demolition of the Removed Portion no later than June 1, 2005, Batavia authorizes Sound Transit to do so. By execution of this Stipulation, Batavia hereby agrees that if it STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE -- 3 m30607- 521083,5.doc GRAHAM & DUNN PC Pier 70 — 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624- 8300 /Fax: (206) 340 -9599 r.a nw:il- tttn'1�. k, re 1. iw .- .. isat' iW: ��% 44tuLUUWXN� 'F;.+uiM'M�..`°Aw�r..Y•::•iw •�' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 has the necessary demolition and construction permits by May 15, 2005, but is unable to accomplish demolition of the Removed Portion no later than June 1, 2005, that Sound Transit is authorized to demolish the Removed Portion on or after June 1, 2005. d) If Batavia performs the Cure Work, Sound Transit will pay Batavia as Just Compensation for the Cure Work, the following amount: The fair market value of the Removed Portion, together with actual, eligible costs incurred in connection with the Cure Work, as substantiated by invoices /receipts, but no more than the contribution value of the entire Building to the Property together with any credit Sound Transit would realize as a result of not having to incur demolition costs. The $165,000 deposited in connection with possession and use would be credited against any additional amount due. This provision in no way prejudices Batavia's rights to seek any additional compensation as may be allowed by law. e) If Batavia does not have in hand the demolition and construction permits necessary to undertake the Cure Work by May 15, 2005, Sound Transit shall be entitled at any time after May 15, 2005, to exercise all of its rights under the Demolition TCE, including the right to demolish the entire Building. In that event, it is Batavia's responsibility to provide any tenant of the Building with any notice to vacate required under their lease with Batavia and to ensure that the Building is vacated on or before May 15, 2005. This obligation is without prejudice to any relocation rights the tenant may have in connection with the Project. 0 As a condition of this agreement, Batavia agrees to, and hereby does, grant Sound Transit a right of entry onto the Batavia Property during the course of the Cure Work for purposes of inspecting the Cure Work as it relates to the Removed Portion. 5. Petitioner offers to deposit with the clerk of the court, as its offer of Just Compensation and in exchange for immediate possession and use of the Property, the sum of Three Hundred Sixty -Eight Thousand Seven Hundred and No /100 Dollars ($368,700.00) (the STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE -- 4 m30607.521083.5.doc GRAHAM & DUNN PC Pier 70 — 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624 -8300 /Fax: (206) 340 -9599 z w —I C.) O 0 CO 0 W= O L w 0 � N = W _ z F .. ZO 0 O -- w W L I O ..z w U= O z 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 "Deposit "). In exchange for the Deposit, Respondents agree to entry of an Order of Immediate Possession and Use in the form below. 6. Respondent Batavia Holdings, LLC, elects to have any lien for delinquent taxes, if any, as to the entirety of the Property set over to that portion not condemned herein as provided for in RCW 84.60.070. 7. The parties have agreed to exchange appraisal reports on November 9, 2004, and attend a mediation session at Judicial Dispute Resolution sometime during the week of November 29, 2004, or as soon thereafter as the schedule of the parties, their counsel and their appraisers permit. 8. Petitioner agrees that Respondent's stipulation to the entry of this Stipulation and Order, if given on or before September 30, 2004, shall be deemed timely for purposes of RCW 8.25.070(3). 9. Petitioner agrees that the Parcel's driveway access onto Marginal Way S. shall be moved south of its existing location as part of the Project. This includes the obligation to relocate any curb cuts, fencing and landscaping and to repave in order to provide a similar access as existed in the pre- condemnation condition. Stipulat d and Agreed to this . 1 0 lay of top,/ , 2004, by: GRAHAM & DUNN, PC , WSBA# 13648 Marisa 'el ing Lindell, WSBA# 18201 Attorneys or Petitioner STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE -- 5 m30607- 521083.5.doc ip ulat d and Agreed to this 3 2 day of 2004, by: RODGERS DEUTSCH & TtRNER `. . A ryl . D. t SBA# 11003 Attom s fur Respondent Batavia Holdings, LLC ' GRAHAM & DUNN Pc Pier 70 — 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624.8300/Fax: (206) 340 -9599 1 ORDER 2 IT IS HEREBY ORDERED: 3 1. That at the time Petitioner deposits the sum of Three Hundred Sixty -Eight 4 Thousand Seven Hundred and No /100 Dollars ($368,700.00) into the registry of the court ( "Date 5 of Deposit "), as its offer of Just Compensation for the taking of the Property, Petitioner shall 6 have, and is hereby awarded and granted immediate possession and use of the Property (legally 7 described in Exhibits A through E to this Stipulation and Order). 8 2. The Three Hundred Sixty -Eight Thousand Seven Hundred and No /100 Dollars 9 ($368,700.00) (the "Deposit ") deposited into the registry of the court, as above provided, is 10 subject to any liens of taxes, including surface water management service charges. The Clerk of 11 the Court shall not disburse any of the funds deposited until after receiving proof, sufficient to 12 the Clerk of the Court, that any such liens have been paid to the City and /or County Treasurer 13 and all such liens discharged. Chap. 84.60 RCW. 14 3, Interest, if any, shall be awarded on the difference, if any, between the 15 Deposit and the final award of Just Compensation, as determined by the court or jury, as 16 the case may be, following trial. Interest, if any, shall be calculated, at the statutory rate, 17 from the Date of Deposit, through to the date of payment of the final award of Just 18 Compensation as determined by the court or jury, as the case may be, following trial. 19 4. The date of legal possession and use of the Property shall be the Date of 20 Deposit. The Date of Deposit shall also be the date of valuation for a condemnation trial 21 to ascertain the Just Compensation for the taking of the Property. 22 5. Delinquent taxes, if any, as to the entirety of the Property, shall be set over 23 to that portion not condemned herein as provided for in RCW 84.60.070. 24 6, Each party shall simultaneously exchange on November 9, 2004, the 25 written appraisal report of any appraiser that said party intends to call as a witness at trial 26 STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE -- 6 m30607- 521083.5.duc GRAHAM & DUNN PC Pier 70 -- 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624- 8300 /Fax: (206) 340 -9599 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 for the purpose of offering an opinion of just compensation. The time of exchange to be during business hours and confirmed by counsel or their assistants by phone or tj d y DONE IN OPEN COURT this day of , 2004. } ±„ 1 ,J JUDGE /COURT COMMISSIONER Stipulated to and Presented by: GRAHAM & D La 4 J Smi , WSBA# 13648 Maris. Vel mg Lindell, WSBA# 18201 Attorneys for Petitioner Stipulated to; Copy Received; Notice of Presentation Waived; Approved as to Form: STIPULATION AND ORDER GRANTING IMMEDIATE POSSESSION AND USE -- 7 m30607- 521083.5.doc Presented Ex Parte: GRAHAM & ►IJNN, PC By RO ! GER DE & T' NE ' `c A — 4■ Jait, c,,,,ri-j.13. r aryl .. I - u0, 1 SBA# 11003 Atto r eye for Respondent Batavia Holdings, LL thew R. ' en, BA# 91407 aniel B. Peters, KCBA# PETE03 Legal Intern/Paralegal GRAHAM & DUNN rc Pier 70 — 2801 Alaskan Way — Suite 300 Seattle, Washington 98121 -1128 (206) 624- 8300 /Fax: (206) 340 -9599 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. When Recorded Return to: Sound Transit Real Estate Union Station 401 S. Jackson Street Seattle, WA 98104 -2826 Attn: Scott Kirkpatrick GUIDEWAY EASEMENT Grantor: Batavia Holdings, LLC, a Washington Limited Liability Company Grantee: Central Puget Sound Regional Transit Authority Abbreviated Legal Description: Govt. Lot 1 Section 10 Township 23N Range 4E Full Legal Description is on page 5 hereof. Assessor's Property Tax Parcel Account Number: 102304- 9059 -08 Reference Numbers of Documents Assigned or Released, if applicable: N/A Batavia Holdings, LLC, a Washington Limited Liability Company (the "Grantor ") is the owner of real property located in the City of Tukwila commonly known as 11231 E. Marginal Way S, and more particularly described in the legal description attached as Exhibit A (the "Property"). THE CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, (the "Grantee "), a Washington regional transit authority, is developing high capacity transit service in the central Puget Sound region, including the Central Link light rail system that will extend from S. 154 Street in Tukwila to downtown Seattle (the "Project "). m30607- 539084.2,doc 1 Line Segment #750 R/W #TUK02I Form Approved 1 1/21/03 „ {z:i.,,d" K V'i.ti'di '; :sa =.1 >�., ::: r 's,vc:v. � w,?.i;: • Grantee desires to use a certain portion of the Property in connection with the construction, operation and maintenance of the Project. The boundaries (the "Easement Area ") are more fully described in the attached Exhibit B. AGREEMENT 1. Grant of Easement. Grantor, for and in consideration of valuable consideration, receipt of which is hereby acknowledged by Grantor, hereby conveys and quitclaims to Grantee, its successors and /or assigns, a permanent easement within and through the Easement Area in connection with the Project, including but not limited to the construction, operation, inspection, maintenance, replacement, improvement, removal and use of a segment of Grantee's Central Link light rail system and all appurtenances thereto, and related uses that Grantee may hereafter deem appropriate. Grantee's use of the Easement Area shall include, but not be limited to, placement of underground utilities, columns, foundations, aerial guideway, and low impact drainage systems. Grantee shall have the right to access property in addition to that depicted in Exhibit B, as determined by the Grantee, for the purpose of trimming trees and vegetation that are higher than the top of rail and within ten feet of the aerial guideway. In the event private improvements in the Easement Area are disturbed or damaged by Grantee's use of the easement, on or before the end of any associated Temporary Construction Easement (TCE), they shall be replaced with a similar surface, e.g., a paved surface, a gravel surface, a hydro- seeded surface, a low impact drainage surface, or a combination thereof. During the term of any associated TCE, disturbed or damaged fences shall be replaced with chain -link or wood fence. During the Term of any associated TCE, Grantee may on an interim basis, restore the Easement Area to a reasonably safe and convenient condition. Grantee shall have the right, but not the obligation, to enter the Easement Area to remove structures or other impediments and to maintain the Easement Area for its intended use, together with the right to inspect and to construct, maintain, repair and replace aerial structures within the Easement Area. 2. Grantor's Use of Easement Area. Grantor shall retain the right to use the property within the Easement Area, so long as Grantor's use does not interfere with Grantee's use of the Easement Area. Grantor may park vehicles, landscape and /or pave the surface of the Easement Area. Any other use is subject to written approval by Sound Transit, which approval shall not be unreasonably withheld. m30607- 539084.2.doc Line Segment {/750 R/W #TUK02I Form Approved 11/21/03 2 In no event may Grantor construct permanent structures or store flammable, explosive, or hazardous materials within the Easement Area. In the event the Grantee discovers such items in the easement area the Grantee has the right to immediately remove such items at the Grantor's expense. No obstructions of any kind whatsoever, other than those identified above in this Section 2 shall be allowed within 5 feet of Grantee's aerial guideway or appurtenances thereto. The Grantor shall make no use of the Easement Area whatsoever in the area above the aerial guideway structure, or the area 5 feet below the bottom of the aerial guideway structure. 3. Representations and Indemnifications. Grantee shall at all times exercise its rights under this easement in accordance with the requirements of all applicable statutes, orders, rules and regulations of any public authority having jurisdiction. Grantee does hereby indemnify Grantor from and against any and all liability, loss, damage, expense, actions, and claims incurred by Grantor in connection therewith, to the extent arising from the exercise by Grantee, its servants, agents, employees and contractors of the rights granted in this easement. 4. Binding Effect. This easement is appurtenant to and shall run with all real property now owned or hereafter acquired by Grantee as part of the Central Link light rail project, which includes aerial, tunnel, and at -grade facilities in the Project area operated by Grantee for high capacity transportation system purposes and shall inure to the benefit of Grantee, its successors and assigns and shall be binding upon the Property and Grantor, and their respective heirs, successors and assigns. 5. Insurance. Grantee shall maintain commercial general liability insurance with reasonable limits of liability covering the Easement Area on activities of Grantee on its agents, employees or contractors upon and the use, maintenance or repair by Grantee or its agents employees or contractors of the Easement Area. Grantee shall provide Grantor, on request, certificates of insurance evidencing such coverage. Grantee shall have the right to provide the coverage required herein under blanket policies provided that the coverage shall not be diminished by reason thereof. 6. Legal Proceedings. The parties hereto agree that in the event it becomes necessary for any party to defend or institute legal proceedings as a result of the failure of either party to comply with this easement, it is understood and agreed that the prevailing party in such litigation shall be entitled to be reimbursed for all costs incurred or expended in connection therewith, including, but not limited to, reasonable attorney's fees (including paralegal fees and fees for any appeals) and court costs. 7. Condemnation. This easement is granted under the threat of condemnation. m30607- 539084.2.doc Line Segment 4750 R/W #TUK02I Form Approved 11/21/03 3 z _I w re 2 _1 C.) 00 N 0 co Lu J = H • w w w co a = w z � I— 0 Z I— w • w U � 0 o ff wW O w Z U= R. z 8. Recording. This easement shall be recorded in the real property records of King County, Washington. Dated and signed on this Batavia Holdings, LLC., a Washington Limited Liability Company Grantor By: Its: STATE OF WASHINGTON County of I certify that I know or have satisfactory evidence that (is /are) the person(s) who appeared before me, and said person(s) acknowledged that (he /she /they) signed this instrument, on oath stated that (he is /she is /they are) authorized to execute the instrument and acknowledged it as the of the Batavia Holdings Limited Liability Company to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. m30607- 539084.2.doc Line Segment #750 R/W #TUK021 Form Approved 11/21/03 day of , 20 . ss. 4 (Signature) (Please print name legibly) NOTARY PUBLIC in and for the State of Washington, residing at My commission expires: „vir:...i:., +.t>f751 0•: ��; 4; ..,:ta:��;�;A.,r..;i::l.o:ir.ria L::�'wtws;c.: t�: w.,. FKw-... in.: t.. ie.•: r. t�.:; rx. 1.': �cw;: r.. x:. a.. wr.:. o; n' 4,:.:. 4w :,;. i» s...: ri.:;.:„ u�+.. 7:'.: n. ..:n:+.i „..;..G:..':..:«.�:.r;: Legal Description for Entire Parcel (Tax Parcel No. 102304 -9059) ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING m30607- 52156I.doc EXHIBIT A R/W No. 755 -TUK -021 PIN 102304- 9059 -08 Batavia Holdings, LLC EXHIBIT "B" EASEMENT Grantor's Entire Parcel ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS; COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING Guideway Easement Area Acquired by Grantee : ALL THAT PORTION OF THE ABOVE DESCRIBED GRANTOR'S PARCEL LYING EASTERLY OF THE HEREINAFTER DESCRIBED "LINE 1 ": LINE 1: COMMENCING AT A POINT HAVING SOUND TRANSIT SOUTH ZONE COORDINATES OF N286723.84, E 1380611.87, SAID POINT BEING, BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF GRANTOR'S PARCEL, SAID CORNER BEING A POINT ON THE WEST LINE OF EAST MARGINAL WAY SOUTH AND DISTANT 30 FEET WESTERLY OF THE CENTERLINE OF SAID STREET;; THENCE S87° 18'43 "W ALONG THE NORTH LINE OF GRANTOR'S PARCEL A DISTANCE OF 23.22 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE S15°38' 17"E PARALLEL WITH THE EAST LINE OF GRANTOR'S PARCEL A DISTANCE OF 85.11 FEET; THENCE S 15 °21'53 "E A DISTANCE OF 82.04 FEET TO THE BEGINNING OF A CURVE HAVING A RADIUS OF 2291.86 FEET; THENCE SOUTHWESTERLY, TO THE RIGHT, ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 4 °43'38" AN ARC DISTANCE OF 189.09 FEET TO THE SOUTH LINE OF GRANTOR'S PARCEL, BEING THE END OF THE HEREIN DESCRIBED LINE. Containing 8,631 square feet more or less. NOTE: THE BASIS OF BEARINGS IS THE WASHINGTON COORDINATE SYSTEM OF 1983, 1991 ADJUSTMENT (NAD 83/91). COORDINATES ARE REFERENCED TO THE SOUND TRANSIT LINK LIGHT RAIL SOUTH ZONE PROJECT DATUM. TO CONVERT TO THE WASHINGTON COORDINATE SYSTEM OF 1983/91, NORTH ZONE, FIRST SUBTRACT 100,000 FROM BOTH THE NORTHING AND EASTING, THEN MULTIPLY THESE COORDINATES BY THE COMBINED SCALE FACTOR OF 0.999997515. Contract 755 521486.doc 6/2/2004 LENGTH DATA LI S74'2I'43 'W 2.00' L2 N74`2I'43 "E 2.130' L3 N75 1.94' N07' 19'43 "E GOVERNMENT LOT I 10,26' 644.45' N 15'36' I 7"W 32.00'... S 1 5'38'17"E 20.00' 515'38'17"E 65. I I' THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT OUTS IDE THE GUIDEWAY. PERMANENT EASEMENT ACQUIRED EARLIER. SEE 5 TUK PARCEL 2 1 AP FEE TAKE 111 8111 610.97' . ■ SEE SHEET 2 OF 2 FOR VIEW OF ENTIRE PARCEL GUIDEWAY ESLIT MEM • i NWI /4 NWI /4 SEC 19.09' X 4.43' 3 6, D 91 6 fl ea p 9 3. 00' CN LEIlEtta LIGHT RAIL GUIDE WAY STREET RIGHT -OF -WAY LINE STREET CUTTER LINE • •- -• PLATTED LOT LINE — PROPERTY LINE PARENT PARCEL FIE TARE LINE -- ^ -- -- - � EASEMENT LINE PERMANENT OMMIIMIN=M• MEMO MOM. 40E106 S'111 •151415"41 7gb' 4e " 1.98 •l : 1 A' 1 7 " 10 ,00 S 51C.3B'17•E 74.20' 1' t 44 2144 29.355a0 N ,....,...0 ..b1A44•� • *G •w'. 1 • 25 12.5 0 25 50 SCALE IN FEET TEMP CONST ESMT PERMANENT ESMT 10, T 23 N, R 4 E; W.M. SOUND TRANSI SOUTH ZONE N 286723.84 E (380611.87 THE GUIDEWAY EASEMENT OVERLAPS THE PERMANENT EASEMENT INSIDE THE GUIDEWAY. NAD 83 (91) NAVD BB PARCEL AREA IS FROM THE N:INO COUNTY ASSESSOR RECORD. PAGE I OF 2 DIM SOUNATR ANSTT 1. IN k ASSOCIATES LINK LIGHT RAIL TRANSIT SYS1DE • 19420 ""VAL. LA EXPIRES 11/111 PARCEL AREA: 201,300 SF FEE TAXES REMAINING AREA: GUIDEWAY ESMTE CONST. EE#1Tt PERMANENT ESMT: •.e3ISF ,7OI SF PARCEL MAP 755—TUK-021 ASSESSOR NO.1 1023049058 OWNER: SATAVIA HOLDINas LLO BLOCK N0.1 H/A CITY OF TUKWILA DATE: e/2/o4 LOT NO.1 N/A KI NG COUNTY, WA I•, ''ils,,X sf' • , A. EX. ELEC ESMT PER 6.0 R- 2824,47' L- 13,46' TRACK • SB I T +6.7�' — CENTERLINE AF577D418 PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 787 — TUK -021. SEE SHEET ' 1 OF 2 i _3\-- • rr.- . LfrEN0 LIGHT RAIL GUIDEWAY STREET RIGHT —OF —WAY LINE STREET CENTER LINE ^— -- PLATTED LD1 LINE PROPERTY LINE PARENT PARCEL FTS TAKE LINE EASEMENT LIKE PUIMAHEKT EASEMENT LINE TEMPORARY FEE TAKE GOVT. LOT I (NW1/4 NW1/4) SEC 10, T 23 N, R 4 E; W.M, GUIDEWAY ESMT SOI'44'33 "W 688'% 60 30 0 60 120 TEMP CONST ESMT SCALE IN FEET PARCEL AREA I S FROM THE KING RECORD. NMOWA PERM ESMT 1 1 .1; ..I -"1,s • t ;r! MAD 83 (91) NAVD 88 COUNTY ASSESSOR PAGE 2 OF 2 r�r SoUNDTRAAISTT ILI LIN t ASSOCIATES LINK LICHT RAIL TRANSIT SYSTEM PARCEL AREA: GUIDEWAY ESYTj CORSI. EW11N REMAINING AYEA: PERMANENT ESMT! FEE TAKE0 SEE GREET I PARCEL MAP 755 — TUK -02I ASSESSOR NI% / 023049059 OWNTR! DA•AVIA HOLD INDS LLC RLOCJC H0.8 N/A DATE: a &°4 LOT HO.t N/A C ITY OF TE1KW I LA , KING COUNTY. WA Z 4- Z ft W 0O wi- N U W lL � Z • 1--0 Z - U O ON 0 I— W W = H IL O .Z W O ~ Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. When Recorded Return To: Sound Transit Real Estate Union Station 401 S. Jackson Street Seattle, WA 98104 -2826 Attn: Department Manager EASEMENT (Underground and Surface Rights) P.M. #230410 -2 -011; CF# King County Assessor's No. 102304 -9059 THIS INDENTURE, made this day of 20 , between BATAVIA HOLDINGS, L.L.C., a Washington limited liability company, hereinafter called the Grantor; and THE CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a Washington regional transit authority, hereinafter called the Grantee; WITNESSETH: That the Grantor, for and in consideration of the sum of One Dollar ($1.00) and other valuable consideration, receipt of which is hereby acknowledged, hereby conveys and grants to the Grantee, its successors and assigns, the right, privilege and authority to install, construct, erect, alter, repair, energize, operate and maintain underground electric distribution facilities at depths not exceeding 15 feet, which consist of vaults, manholes, handholes, ducts, conduits, cables, wires and other necessary or convenient appurtenances; ALSO the right, privilege and authority to the Grantee, its successors and assigns, to install, construct, erect, alter, repair, energize, operate and maintain at the ground level, electric transformer units and electric junction cabinets and/or containers, together with such appurtenances necessary to make said underground and surface installations an integrated electric system. All such electric system is to be located upon, under and across the following described lands and premises situated in the County of King, State of Washington, to wit: M30607 -52 1490.3,doc That portion of the following described property lying easterly of the following described "Line 2" and westerly of the following described "Line 3 ": ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: Page 1 of 4 . r:_r: :;ik::�:i COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20° 12'50" WEST TO THE TRUE POINT OF BEGINNING LINE 2: COMMENCING AT A POINT HAVING SOUND TRANSIT SOUTH ZONE COORDINATES OF N286723.84, E 1380611.87, SAID POINT BEING, BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF GRANTOR'S PARCEL; THENCE S87 °18'43 "W ALONG THE NORTH LINE OF GRANTOR'S PARCEL A DISTANCE OF 33.48 FEET TO THE TRUE POINT OF BEGINNING; THENCE S15°38'17"E PARALLEL WITH THE EAST LINE OF GRANTOR'S PARCEL A DISTANCE OF 32.68 FEET; THENCE S 15 °42' 18 "E A DISTANCE OF 81.00 FEET; THENCE S15°32'07"E A DISTANCE OF 15.93 FEET; THENCE S15°12'09"E A DISTANCE OF 80.54 FEET; THENCE S10 °23'44 "E A DISTANCE OF 74.74 FEET TO A POINT DISTANT 40.00 FEET WESTERLY OF THE EAST LINE OF GRANTORS PARCEL AS MEASURED AT RIGHT ANGLES THEREFROM; THENCE S15°38'17"E A DISTANCE OF 74.20 FEET TO THE SOUTH LINE OF GRANTOR'S PARCEL, BEING THE END OF THE HEREIN DESCRIBED "LINE 2 ". LINE 3: COMMENCING AT A POINT HAVING SOUND TRANSIT SOUTH ZONE COORDINATES OF N286723.84, E 1380611.87, SAID POINT BEING, BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF GRANTOR'S PARCEL; THENCE S87 °18'43 "W ALONG THE NORTH LINE OF GRANTOR'S PARCEL A DISTANCE OF 18.09 FEET TO THE TRUE POINT OF BEGINNING; THENCE S15°38'17"E PARALLEL WITH THE EAST LINE OF GRANTOR'S PARCEL A DISTANCE OF 11.22 FEET; THENCE S74 °21'43 "W A DISTANCE OF 2.00 FEET; THENCE S15 °38' 17 "E A DISTANCE OF 20.00 FEET; THENCE N74 °21'43 "E A DISTANCE OF 2.00 FEET; THENCE S 15 °42' 18 "E A DISTANCE OF 77.02 FEET; THENCE S74 °27'53 "W A DISTANCE OF 1.99 FEET; THENCE S15 °32'07 "E A DISTANCE OF 20.00 FEET; THENCE N74 °27'53 "E A DISTANCE OF 1.99 FEET; THENCE S15 °12'09 "E A DISTANCE OF 76.73 FEET; THENCE S75 °51'58 "W A DISTANCE OF 1,96 FEET; THENCE S14 °08'02 "E A DISTANCE OF 20.00 FEET; THENCE N75 °51'58 "E A DISTANCE OF 1,94 FEET; THENCE S12°16'47"E A DISTANCE OF 72.51 FEET; THENCE S78 °15'48 "W A DISTANCE OF 1.98 FEET; THENCE S1 1 °44' 12 "E A DISTANCE OF 28.00 FEET; THENCE N78 °15'48 "E A DISTANCE OF 2.00 FEET; M30607- 521490.3.doc Page 2 of 4 �ti+ `11FSS 3:::�5:�1;.i x..ss),'' .t:�d�'l'Yr,:•.t:: /J�Y4 i' THENCE S I1°44'12"E A DISTANCE OF 29.35 FEET TO THE SOUTH LINE OF GRANTOR'S PARCEL, BEING THE END OF THE HEREIN DESCRIBED "LINE 3 ". NOTE: THE BASIS OF BEARINGS IS THE WASHINGTON COORDINATE SYSTEM OF 1983, 1991 ADJUSTMENT (NAD 83/91). COORDINATES ARE REFERENCED TO THE SOUND TRANSIT LINK LIGHT RAIL SOUTH ZONE PROJECT DATUM. TO CONVERT TO THE WASHINGTON COORDINATE SYSTEM OF 1983/91, NORTH ZONE, FIRST SUBTRACT 100,000 FROM BOTH THE NORTHING AND EASTING, THEN MULTIPLY THESE COORDINATES BY THE COMBINED SCALE FACTOR OF 0.999997515. (As shown on attached Parcel Map 755 -TUK -021 and by this reference made a part hereof.) Together with the right at all times to the Grantee, its successors and assigns, of ingress to and egress from said lands across adjacent lands of the Grantor for the purpose of installing, constructing, altering, repairing, energizing, operating and maintaining said electric system, and the right at any time to remove all or any part of said electric system from said lands. Also the right to the Grantee, its successors and assigns, at all times to cut and trim brush, trees or other plants standing or growing upon said lands which, in the opinion of the Grantee, interfere with the maintenance or operation of the system, or constitute a menace or danger to said electric system. The Grantor, its administrators, successors and assigns, hereby covenants and agrees that no structure or fire hazards will be erected or permitted within the above described easement area without prior written approval from the Grantee, its successors or assigns; that no digging will be done or permitted within the easement area which will in any manner disturb the facilities or their solidity or unearth any portion thereof; and that no blasting or discharge of any explosives will be permitted within fifty (50) feet of said lines and appurtenances. Central Puget Sound Regional Transit Authority may assign its rights under this easement to the City of Seattle. Upon such assignment, Central Puget Sound Regional Transit Authority shall have no further liability under this Easement and the City of Seattle shall bear and assume all rights and obligations of Grantee arising under this Easement and shall be bound by the terms and conditions contained herein. The City of Seattle is to be responsible, as provided by law, for any damage to the Grantor through its negligence in the construction, maintenance and operation of said electric system across, upon and under the property of said Grantor. The rights, title, privileges and authority hereby granted shall continue and be in force until such time as the Grantee, its successors and assigns shall permanently remove all said electric system from said lands or shall permanently abandon said system, at which time all such rights, title, privileges and authority shall terminate. M30607- 5214903.doc Page 3 of 4 written. IN WITNESS WHEREOF, this instrument has been executed the day and year first above BATAVIA HOLDINGS, L.L.C., a Washington limited liability company By: Title By: Title STATE OF WASHINGTON ) ) ss. COUNTY OF ) On this day of 20_, before me personally appeared ,tomeknowntobethe ,and ,tome known to be the , of BATAVIA HOLDINGS, L.L.C., a Washington limited liability company, the company that executed the within and foregoing instrument, and he /she /they acknowledged that said instrument was the free and voluntary act and deed of said company for the uses and purposes therein mentioned, and he /she /they on oath stated that he /she /they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year above written. M30607- 521490.3.doc Page 4 of 4 Notary Public in and for the State of Washington, residing at My commission expires: LENGTH DATA LI 674'21'43 "W 2.00 L2 N74'21'43 "E 2.00' 1.3 N78 'E 1.94' 3, GOVERNMENT LOT I 10,20' N07'10'43 "E 644.45' 510.97' _..__.. NIP:41 ? ".Y!.1.It3A_ �•�i.'. N 15'30' 17 "W 32.88' S 15 20.00' 516'38'17 "E 85.11' THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT OUTSIDE THE GUIDEWAY. PERMANENT EASEMENT ACQUIRED EARLIER. SEE PARCEL 1,1AP 787 -TUK -021 SEE SHEET 2 OF 2 FOR VIEW OF ENTIRE PARCEL 5 4 q '18'E. 81.0 LE)iEE19 am= INIM0 wawa LIGHT RAIL GUIDE M'AY STREET RICHT -OF -WAY LINE STREET CENTER LINE ._. •. _. PLATTED LOT LINE -- — PROPERTY LINE PARENT PARCEL ---• --- ---- FEE TAKE LINE -- -- -- -- EASEMENT LINE PERYANDIT MOW FEE TAK NW 1/4 NW 1 /4 SEC 10, T 23 N, R 4 E; W.M. 1 �� , 18.02' y 1 1 , 48 "w 1.9 , 511 .44 2 "C. 1a.00 1 .4A 1 s5%E' 381170E 74.201 1 .00 • '45"E N,g, "W • If'r,r'�r 25 12,5 0 25 50 SCALE IN FEET GUIDEWAY ESMT TEMP CONST ESMT PERMANENT ESMT II SOUND TRANSIT SOUTH ZONE N 205723.84 E I380011,57 THE GUIDEWAY EASEMENT OVERLAPS THE \ PERMANENT EASEMENT INSIDE THE GUIDEWAY. NAD 83 (I) NAVD B8 PARCEL AREA 19 FROM THE KINO COUNTY ASSESSOR RECORD. PAGE 1 OF 2 = A56/4' SourgoTRAUSrr NMI IIIIT LIN A ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM 261,300 sr GUIDEWAY ESMT: COHSE. ESMT: PERMANENT ESMT: PARCEL AREA: FEE TAKE: REIJAININO AREA 8.03 I SF ,701 SF PARCEL MAP 755 — TUK -021 ASSESSOR ND.t 1 023049058 OWNER: S ATAVIA Holm INos LLD BLOCK NQ: N -, /A —.- CITY OF TUKW ILA LOT NO.; DATE: 8/2/04 N/A KIND COUNTY, WA 3 444 ?4. , 141 , 4 1 4. z W Q C Q W. J U 0 0 W - F- ED LL W g LL 00 D =W 1— _ ZF.. ZI- W U o - 0 E- W 0 r- LA O w Z = 0 Z GOVT. LOT I (NW1/4 NW1/4) SEC 10, T 23 N, R 4 E; W.M. e.o• I6'23" R.2824.417' L. 13.46' TRACK • SB I T 6.73' — CENTERL EX. ELEC ESMT PER AF5779418 SEE SHEET • 1 OF 2 PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 757- TUK -02I. i ii VIPY S 5.00' LECFND) �-� LIGHT RAIL CUIDEYIIAY STREET RIGHT -OF -WAY LINE STREET CENTER LINE • PLATTED LOT LINE — PROPERTY LINE PARENT PARCEL -� FEE 1AKE LINE .-. — ••• -- EASTLEIIT LINE MIME/4T EASEMENT LIKE TEMPORARY FEE TAK BROM GUIDEWAY ESMT S01'44'33 "W 885' 80 30 0 TEMP CONST ESUT SCALE IN FEET 1 80 I20 PARCEL AREA IS FROM THE KING RECORD, 1 . I PERM ESMT • 6 I ti NAD 83 (81) NAVD 88 COUNTY ASSESSOR PAGE 2 OF' 2 ACM SoUNOTRANSIT ILIe4I LIN is ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEU EXPIRES 11/11/05 PARCEL AREA: FEE TAXE1 SEE SHEET I REMAINING AND.; GUIDEWAY ESWTI CONST. ES1.411 PERMANENT [MITI PARCEL MAP 755 - TUK -021 ASSESSOR 140.1 1023040059 OWNER' BATAV IA HOLDINGS I.LC mum ND.1 N/A CITY OF TU<W ILA LOT NO,I DATE o/2/o4 N/A K I NC COUNTY. WA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. When Recorded Return To: Sound Transit Real Estate Union Station 401 S. Jackson Street Seattle, WA 98104 -2826 Attn: Department Manager EASEMENT (Guy Pole, Wires and Anchors) P.M. #230410 -2 -012; CF# King County Assessor's No. 102304 -9059 THIS INDENTURE, made this day of 20 , between BATAVIA HOLDINGS, L.L.C., a Washington limited liability company, hereinafter called the Grantor; and THE CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a Washington regional transit authority, hereinafter called the Grantee; WITNESSETH: That the Grantor, for and in consideration of the sum of one Dollar ($1.00) and other valuable consideration, receipt of which is hereby acknowledged, hereby conveys and quitclaims to the Grantee, its successors and assigns, the right, privilege and authority to install, construct, erect, alter, improve, repair and maintain an electric transmission system, consisting of the necessary pole, with braces, guys and anchors at depths not exceeding 18 feet, across, over, upon and under the following described lands and premises situated in the County of King, State of Washington: That portion of the following described property: All that portion of Government Lot 1, Section 10, Township 23 North, Range 4 East, W.M., in King County, Washington, lying north of the Duwamish River or north of the government meander line along the north bank of said river and west of the westerly line of East Marginal Way; EXCEPT that portion as condemned by King County Superior Court Cause No. 469557 for transmission lines; EXCEPT all existing county roads; AND EXCEPT that portion thereof described as follows: Commencing at a point on the west line of said Government Lot 1, lying South 00 °32'40" West, 636.35 feet from the northwest corner thereof; thence South 88 °51'20" East, parallel with the north line of said Government Lot 1, 208.79 feet to the TRUE POINT OF BEGINNING; thence North 69°47'10" East, 514 feet, more or less, to the westerly line of East Marginal Way; thence South 16 °48'50" East, along said westerly line, to the Duwamish River; M30607- 539085.2.doc Page 1 of 3 z � • w O 0 co 'Li J = F— U) w 2 g J' u. = 1— w Z = I— I— 0 Z w • w U� O — 0 w L ..z w F- 0 1... Z w::v.:i'..,..1 rL.3.44:4tclia.4..tai • »/; c,`', u.+:% Xa+ t, tfK,:. vs�: Y; x,. tw •+J.tirtv�d:+�'S�..S. 'S;::� thence westerly, along the Duwamish River, to a point which bears South 20°12'50" East from the true point of beginning; thence North 20 °12'50" West to the true point of beginning. described as follows: Beginning at the northwest corner thereof; thence South 01 °44'33" West, along the west line thereof, 5.90 feet to a point distant 5.00 feet southerly of the north line of grantor's property as measured at right angles therefrom; thence South 56 °12'34" East, parallel with the most westerly portion of said north line, a distance of 116.58 feet; thence at right angles North 33 °47'26" East, 56.13 feet to the north line of grantor's property; thence South 87° 18'43" West, along said north line, 86.00 feet to an existing angle point of said north line; thence North 56 °12'34" West, along said north line, 50.56 feet to the point of beginning. (As shown on attached Parcel Map 755 -TUK -021 and by this reference made a part hereof.) Together with the right at all times to the Grantee, its successors and assigns, of ingress to and egress from said lands across adjacent lands of the Grantor for the purpose of constructing, reconstructing, repairing, renewing, altering and changing said guy wires and anchors, and the right at any time to remove said guy wires and anchors from said lands. Also the right to the Grantee, its successors and assigns, at all times to cut and trim brush, trees or other plants standing or growing upon said lands which, in the opinion of the Grantee, interfere with the maintenance or operation of the system, or constitute a menace or danger to said electric system. The Grantor, its administrators, successors and assigns, hereby covenant and agree that no structure or fire hazards will be erected or permitted within the above described easement area without prior written approval from the Grantee, its successors and assigns; and that no blasting or discharge of any explosives will be permitted within fifty (50) feet of said lines and appurtenances. Central Puget Sound Regional Transit Authority may assign its rights under this easement to the City of Seattle. Upon such assignment, Central Puget Sound Regional Transit Authority shall have no further liability under this Easement and the City of Seattle shall bear and assume all rights and obligations of Grantee arising under this Easement and shall be bound by the terms and conditions contained herein. M30607- 539085.2.d°c Page 2 of 3 It is understood and agreed that the City of Seattle is to be responsible, as provided by law, for any damage resulting to the Grantor through its negligence in the construction and maintenance of said guy wires and anchors across, over, under and upon the property of said Grantor. The right, title, privileges and authority hereby granted shall continue and be in force until such time as the Grantee, its successors and assigns, shall permanently remove said guy wires and anchors, at which time all such right, title, privilege and authority hereby granted shall terminate. IN WITNESS WHEREOF, this instrument has been executed the day and year first above written. BATAVIA HOLDINGS, L.L.C., a Washington limited liability company By: Title By: Title STATE OF WASHINGTON ) M30607- 539085.2.doc ) ss. Page 3 of 3 COUNTY OF ) Notary Public in and for the State of Washington, residing at My commission expires: On this day of 20 , before me personally appeared , to me known to be the , and , to me known to be the , of BATAVIA HOLDINGS, L.L.C., a Washington limited liability company, the company that executed the within and foregoing instrument, and he /she /they acknowledged that said instrument was the free and voluntary act and deed of said company for the uses and purposes therein mentioned, and he /she /they on oath stated that he /she /they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year above written. M30607- 539085.2.doc Page 4 of 3 1 z � re w aa � W0 00 N J H u. w O 2 L Q 1 w Z Z ZO W • w O • N O I-- W u! H 0 O .• w o 0 H Z _n.,.. ....... ._......_ �_..._ .n�.. ,:..tip ... LENGTH DATA L I 574'21'42"W 2.00' L2 N74 2.00' L3 N75 "E 1.04' N67' 1 6•43 "E _.... _..__..NI MAW, Z /IX! :_ - - - -- • 1 .1'1 1 1 N15'38' 17 "W 32.60' 515 20.00' • S115 17 "E 55.1 1' THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT OUTSIDE THE GUIDEWAY. PERMANENT EASEMENT ACQUIRED EARLIER. SEE PARCEL MAP 757 - TUK -Q2 LIGHT RAIL GUIDE WAY STREET RICIIT -OF -WAY LINE STREET GOITER LINE PLATTED LOT LINE PROPERTY LINE PARENT PARCEL --- — FEE TAKE LINE -- -- — — -- — EASEYOIT LIKE PERMANENT FEE TAK Arrc A GOVERNMENT LOT I 10.26' well 644.45' 610.97' • ■ SEE SHEET 2 OF 2 FOR VIEW OF ENTIRE PARCEL SoUNOTRANSTr LIN k ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM GUIDEWAY ESMT 51 A @'1�•E 61 •p . 015 � " 29.000 • 51 636'1'1 . 5. 741 100' 10 .16' 4 9 E. 0 .3 . ' � 1t *02 N 7' TEMP CONST ESMT PERMANENT ESMT 25 12.5 0 25 50 0 NAD 83 ( NAVD BB SCALE IN FEET PARCEL AREA! FEE TAKE, REMAINING AREA! CITY OF TUKW ILA 1 0, T 23 N, R 4 E; W. M. 261,360 SF SOUND TRANSIT SOUTH ZONE Al 266723.64 E 1380611,87 THE GUIDEWAY EASEMENT OVERLAPS THE \ PERMANENT EASEMENT INSIDE THE GUIDEWAY. 1 9NTERLI 1 G O•I R -*824 4 r �ID.4O I 5•3 '0 Ng � "• t #. ( g. PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD, PAGE I OF' 2 GUIDEWAY [WTI COAST. ESUTM PERMANENT ESMTt 6.63 1SF PARCEL MAP 755- TUK -021 ASSESS0H HO.t 1023049059 DATE, 6/2/04 OWNLRz SATAVIA HOLD 'NOS Ito BLOCK NO.t N/A LOT KO. N/A 5,761 5F KIND COUNTY, WA z 1 Z a W -JU U 0 cow J H W LC, LL =W Z � Zo W w o ff ' O H W W W Z U = o z 1 w 3.80' GOVT. LOT 1 (NW1/4 NW1/4) SEC 10, T 23 N, R 4 E; W.M. x . . G T RAIL OUIQEWAY (TY )- { • E• A -O' 16'23 R�2B24,47' L- 13.46' TRACK SO I CENTERLINE J �• • SEE SHEET 1 OF 2 PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 757 - TUK -02I. ' h � EX, ELEC ESMT PER AF5779410 u_ r N1 t i b o � �p•W MAR, .! aS,A 1 EGERII LIGHT RAIL GUIDEWAY STREET RICHT -OF -WAY LINE STREET CENTER LINE ••-- PLATTED LOT LINE — PROPERTY LINE PARENT PARCEL FEE TAKE UNE EASEMENT LINE MEANEST EASEMENT LINE TELPORARY � II FEE TAKE GUIDEWAY ESMT SO I "W 685'•1- 60 30 0 60 120 TEMP CONST ESMT SCALE IN FEET PERM ESLT mow t` NAD 83 (91) NAVD 88 PARCEL AREA 1S FROM THE 1( INCECOUNTY ASSESSOR RECORD. PAGE 2 OF 2 SouNoTRAAIUT Alw ILI&IA LIN 1 ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM PARCEL AREA: GUIDEWAY MITI CORST. ESL1i REMAINING AREA: PERMANENT EUITI Fix TA%E: SEE SHEET 1 PARCEL MAP 755 — TUK -021 ASSESSOR 140,1 1023040069 DAZE: a /s /o4 OWNER: 0ATAVIA HOLD INCA LLD EILOCK NO.I N/A LOT NO.1 N/A CITY OF TUKW ILA , KING COUNTY. WA Z W or 00 J = w LL. = � Z E- O z - uj v O ( o I— WW H� 1LL. O W U= O 1^ z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. When Recorded Return to: Sound Transit Real Estate Union Station 401 S. Jackson Street Seattle, WA 98104 -2826 Attn: Scott Kirkpatrick TEMPORARY CONSTRUCTION EASEMENT Grantor(s): Batavia Holdings, LLC, a Washington Limited Liability Company Grantee: Central Puget Sound Regional Transit Authority Abbreviated Legal Description: Govt. Lot 1 Section 10 Township 23N Range 4E Assessor's Property Tax Parcel Account Number: 102304 - 9059 -08 Reference Numbers of Documents Assigned or Released, if applicable: THIS INSTRUMENT is made this day of 20 , by and between Batavia Holdings, LLC, a Washington Limited Liability Company hereinafter called the "Grantor ", and the CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a Washington regional transit authority, hereinafter called the "Grantee ". WITNESSETH: Batavia Holdings, LLC, a Washington Limited Liability Company (the "Grantor ") is the owner of real property located in the City of Tukwila commonly known as 11231 E. Marginal Way S., and more particularly described in the legal description attached as Exhibit A (the "Property "). 1. Grant of Easement. The Grantor, for and in consideration of the public good and other valuable consideration, does by these presents, convey and quitclaims unto the Grantee a temporary construction easement (the "Easement ") for access over, through, across and upon the portion of the Property depicted in Exhibit B (the "Easement Area ") situated in the County of King, State of Washington, for construction of light rail aerial guideway and /or public street improvements with necessary appurtenances, including placement of public and private utilities, within the adjoining public right of way. 2. Purpose of Easement. The Grantee, its contractors, agents, and permittees, shall have the right at such times as may be necessary, to enter upon the Easement Area, including entry into private improvements located in the Easement Area for the purpose of constructing adjacent Light Rail guideway improvements, street improvements, or making any connections therewith, including utility connections to allow operation of an aerial Light Rail Transit Way. Grantee shall have the right to re -grade slopes and /or make cuts and fills to match street grade. Grantee shall have the right to fence all or a portion of the Easement Area from time to time during the Term. Grantee's right to use the Easement m30607- 539073.2.doc 1 ... ,il.,. . -..., �...�� ,!'. l �i......r.. 'v `� ".... :.. u�=. 1.... v.:>.' i5'.. isA ::+.Y.iv'.:i.Y+.1.ii�Jtt::t� %s •., Area shall be exclusive at such times and for such durations, as Grantee's construction requires, in Grantee's discretion. At all other times, Grantee's right to use the Easement Area shall be non - exclusive. Grantee shall have the right to have an aerial truss pass over portions of the Property in addition to that depicted in Exhibit B. Such entry shall be governed by the terms of this Easement. In the event Grantee's utility connection work requires access to portions of the Property in addition to that depicted in Exhibit B, Grantee shall have the right to enter into such additional property for the purpose of reconnecting utilities that serve the Property and such entry shall be governed by the terms of this Easement. In the event private improvements in the Easement Area are disturbed or damaged by Grantee's use of the Easement, on or before the end of the Term, they shall be replaced with a similar surface, e.g., a paved surface, a gravel surface, a hydro - seeded surface, or a combination thereof. Disturbed or damaged fences shall be replaced with chain -link or wood fence. During the Term, Grantee may on an interim basis, restore the Easement Area to a reasonably safe and convenient condition. 3. Additional Conditions. The Grantor hereby requires Grantee to perform additional conditions as specified in Addendum A attached hereto and made a part hereof by this reference. 4. Grantor's Right to Use Easement Area. Except for those times when Grantee is making exclusive use of the Easement Area, the Grantor shall retain the right to use and enjoy the Easement Area, including the right to use existing private improvements located in the Easement Area so long as such use does not interfere with Grantee's construction of the public improvements described in this Easement. 5. Term of Easement. The term of this Easement shall commence upon initiation of Grantee's construction within the easement area, but no sooner than June 1, 2006, and shall remain in force for 18 months (the "Term ") or until completion of construction and restoration of the property, whichever occurs first. Grantee shall provide fourteen (14) days written notice to the Grantor prior to commencement of construction. This Easement may be extended by mutual written consent of the Grantor and Grantee. 6. Payment for Easement. Grantee shall pay Grantor Twenty Nine Thousand Seven Hundred and 00l100ths Dollars ($29,700.00) upon recording of this Easement for the eighteen (18) month Term. Grantor and Grantee agree that Grantor may seek to establish a higher value for this Easement through negotiated settlement and/or trial. If the Grantee requires additional use of the Easement Area beyond the Term, for the purposes described in Paragraph 2, above, the Grantee shall pay the Grantor one /eighteenth of the this Easement, whether such value is determined through negotiated settlement and /or trial, for each additional month of use. Any partial months of use shall be paid on a pro rata basis. . 7. Binding Effect. The Easement granted hereby is solely for the benefit of Grantee, and is personal to Grantee, its successors in interest and assigns. Grantee shall have the right to permit third parties to enter upon the Easement Area to accomplish the purposes described herein, provided that all such parties abide by the terms of this Easement. The Easement granted hereby, and the duties, restrictions, limitations and obligations herein created, shall run with the land, shall burden the Property and shall be binding upon and the Grantor and its respective successors, assigns, mortgagees and sublessees and each and every person who shall at any time have a fee, leasehold, mortgage or other interest in any part of the Easement Area. This Easement is granted under the threat of condemnation. 8. Recording. This Easement shall be recorded in the real property records of King County, Washington. m30607- 539073.2.doc 2 I {'ir'i.k 9, Indemnification. Grantee hereby indemnifies and holds Grantor harmless from and against any and all liability, loss, damage, expense, actions, and claims incurred by Grantor to the extent arising from the exercise by Grantee, its servants, agents, employees and contractors of the rights granted in this Easement. 10. Insurance. Grantee shall maintain commercial general liability insurance with reasonable limits of liability covering the Easement Area on activities of Grantee and its agents, employees or contractors upon and the use, maintenance or repair by Grantee and its agents, employees or contractors of the Easement Area. Grantee shall provide Grantor, on request, certificates of insurance evidencing such coverage. Grantee shall have the right to provide the coverage required herein under blanket policies provided that the coverage shall not be diminished by reason thereof. 11. Access. Except for brief interruptions, Grantee shall at all times during the term of this Easement maintain and keep open either the S. 112 St. driveway or the Empire Way S. driveway. Dated this GRANTOR: Batavia Holdings, LLC a Washington Limited Liability Company By Name: Its STATE OF WASHINGTON ) ) :ss COUNTY OF ) On this day personally appeared before me , to me known to be the of the Batavia Holdings Limited Liability Company that executed the within and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he /she or they were authorized to execute the said instrument. Given under my hand official seal or stamp this day of , 20_ m30607- 539073,2.doc day of , 20 _. Printed Name: Notary Public in and for the State of Washington, residing at My appointment expires: 3 Addendum A The following special conditions are hereby incorporated into and made a part of the Agreement: Sound Transit shall install and maintain a security fence around the perimeter of the Easement Area for the Term of the Easement. The security fence shall be bolted to the ground. Grantor Initial SOUND TRANSIT ENGINEERING MANAGER NOTE: ENGINEERING MANAGER OR HIS DESIGNEE MUST SIGN WHEN CONSTRUCTION CONSIDERATION IS INVOLVED Initial Initial Initial Initial m30607- 539073.2,doc 4 N+�1���tQu: �.�. FN.{ /35• ». •ir+ �., +fk - Legal Description for Entire Parcel (Tax Parcel No. 102304 -9059) ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, WM., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69°471V EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING m30607.52I 561.doc EXHIBIT A . , a,. ir..,.:...,:.: : u�:. �WC:..:n:.. t,.:,: �.:,. w: oe,.-. k,. �,:, a; a,:.,. v., isv,...:.: u'. :..,�rut+:ii:�:.:.:.,�.�k• «<.:: LENOTH DATA LI 574'21`43 "W 2.00' L2 1474'21'43'E 2.00' 1-3 N75 %WE 1.94' J/ GOVERNMENT LOT I No7'I0'43 "E 54 N 15'38' 17 "W 32.88' SI5'38'I7 "E 20.00' St 6 85.11' THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT oUT5IDE THE GUIDEWAY. PERMANENT T L RREDEARLIER. SEE PARCEL IA AP 757 - TUK -02 I SEE SHEET 2 OF 2 FOR VIEW OF ENTIRE PARCEL FEE TAKE lull" NW /4 NWI/4 SEC 10, T 23 N. R 4 E; W.M. 10.26' ' ' 1, I8.0S' 510.97' • S 1b ' 42'iB'E 0 .00 A •1'1'bS °1 N OW ��10'E• 07 I 516 r� 16,93' g1 b S1 �07 "E 7,0.00 81 7'65 ' BO 9'� 2 >EIIE/112 LIGHT RAIL GUIDE WAY STREET RIGHT -OF -WAY LINE STREET CENTER LINE ••• • ^- PLATTED LOT LINE - �-- — PROPERTY LINE PARENT PARCEL TEE TAKE LINE -- EASEMENT LINE PERMANENT 515 1 TP NZ E .Ort C E (VIP 578 •Se45 5.0 .44'1 S91b'S8' 17 74.2 `. NyB' 1 W 2a.35 "NIb.4 N4 GUIDEWAY ESMT • TEMP CONST ESMT 4 4' •1 1 25 12.5 0 25 50 ?!■!= SCALE IN FEET PERMANENT ESMT SOUND TRANSIT SOUTH ZONE N 200723.84 E 1380811.87 THE GUIDEWAY EASEMENT OVERLAPS THE PERMANENT EASEMENT INS THE GUIDEWAY. NAD 83 (8 I ) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD. PAGE I OF 2 - Afore S 011NDTRANSET LIN k ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM 2 SF GUIDEWAY ESUit 0 � 61IST COOT. ESMT: 5,701 SF PERMANENT ESNTt PARCEL. ARCM FEE TAKE REMAINING AREA: PARCEL MAP 755 — TUK -02 I ASSESSOR NO.1 1 023049059 DATE, 0/2/04 OWOEIt 9ATAVI4 H04.OINOS 1.10 BLOCK NO.: N/A LOT NO.; CITY OF TUK W P.LA N/A K I NO COUNTY, WA Exhibit B to Temporary Construction Easement Z re W QQ W V O 0 W • = H • L_ W 0 2 g c I LU 1- uj U� N o w•- w LI- Z w U = i= 0 z M �• ' • :•. te ••' ° 11 C T RAIL GUI 4EWAY .� (TYR) _ TRACK SG I CENTERL INC • r, A -0' 16'23 R ..2024.47' L� 13.48' T -0.73' k. ELEC ESMT PER AF17794I8 • SEE SHEET • 1 OF 2 • PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 797 - TUK -02I. y,.�l►�r I.7 . C' 6Q 1ea i co z 8.90' LICHT RAIL ORDEWAY STRUT RICHT -OF -WAY LINE STREET CENTER LINE PLATTED LOT LINE -- — PROPERTY LINE PARENT PARCEL –� FEY TAXL LINE EASEMENT LINE PVWANENT EASEMENT LINE TOPORARY FEE TAKE GOVT. LOT 1 (NW ► ! NW 1/4) SEC 10, T 23 N, R 4 E; W.M. GUIDEWAY ESMT SG 1 "W 680' A. 6o 30 0 GO 120 TEMP CONST ESMT _ SCALE IN FEET PARCEL AREA IS FROM THE KING RECORD, +' . ,•�'� {l ;1¢��i X15 •,5 �N PERM ESMT , r - I , I 6 NAD 83 (91) NAVD 88 COUNTY ASSESSOR PAGE 2 OF 2 ILI&I SOUNDTRANSIT LIN k ASSOCIATES LINK LICHT RAIL TRANSIT SYSTEM AIL 1.0. EXPIRES 11/11/05 PARCEL AREA: FEE TAKEI SEE SHEET I REMAINING AREA: GUIDEWAY E51111 CONST. (SLIT' PERMANENT ESMT: PARCEL MAP 755 — TUK -021 ASSESSOR NO.1 1 023049059 OWNERI UATAV IA HOLD INDS ILO BLOCK H0: N/A CITY OF TIM/ ILA LOT NM DATE 0/2/04 N/A KING COUNTY. WA l l l Z a W ft UO W I W LL (11d = W I— I Z U � O — co CI 1— W W F� LI O W Z U= O Z tf„ zi' s3. fS.'+. xwlc: Skjj{ Gir. 51r+ if }ii NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. When Recorded Return to: Sound Transit Real Estate Union Station 401 S. Jackson Street Seattle, WA 98104 -2826 Grantor(s): Batavia Holdings, LLC, a Washington Limited Liability Company Grantee: Central Puget Sound Regional Transit Authority Abbreviated Legal Description: Govt. Lot 1 Section 10 Township 23N Range 4E Assessor's Property Tax Parcel Account Number(s): 102304- 9059 -08 Reference Numbers of Documents Assigned or Released, if Applicable: THIS INSTRUMENT is made this day of , 20 , by and between Batavia Holdings, LLC, a Washington Limited Liability Company, hereinafter called the "Grantor ", and the CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a Washington regional transit authority, hereinafter called the "Grantee ". WITNESSETH: Link Segment 11757 R/W #TUK02I m30607- 539506.2.doc TEMPORARY CONSTRUCTION EASEMENT FOR DEMOLITION 1. Grant of Demolition Easement. The Grantor, for and in consideration of the public good and other valuable consideration, does by these presents, convey and quitclaims unto the Grantee an Exclusive Temporary Construction Demolition Easement (the "Demolition Easement ") for access over, through, across and upon the following described real estate (the "Demolition Easement Area ") situated in the County of King, State of Washington, for construction of public street improvements with necessary appurtenances, including placement of public and private utilities, within the adjoining public right of way: A portion of that property described in Exhibit "A" attached hereto and by this reference made a part hereof, being further delineated per Exhibit B attached hereto and by this reference made a part hereof. Form approved by legal 8/14/03 Demolition TCE 2. Purpose of Demolition Easement. The Grantee, its contractors, agents, and permittees, shall have the right at all times as may be necessary, to enter upon the Demolition Easement Area, including entry into private improvements located in the Demolition Easement Area for the purpose of demolition of a metal shop building, as per Demolition Specifications attached as Exhibit C. Grantee shall have the right to re -grade slopes and /or make cuts and fills to match street grade. In the event, Grantee's utility connection work requires access to property in addition to that depicted in Exhibit B, Grantee shall have the right to enter into such additional property and such entry shall be governed by the terms of this Demolition Easement. Grantee shall have the right to fence all or a portion of the Demolition Easement Area from time to time during the Term. Grantee's rights to use the Demolition Easement Area shall be exclusive at such times and for such duration as Grantee's construction requires, in Grantee's discretion. At all other times, Grantee's right to use the Demolition Easement Area shall be non- exclusive. 3. Term of Demolition Easement. The term of the Demolition Easement shall commence May 15, 2006 or when Grantor has vacated the building, whichever comes first, and shall remain in force until the demolition has been completed, but no later than October 31, 2006. Grantee shall provide fifteen (15) days written notice to the Grantor prior to commencement of the demolition. 4. Payment for Demolition Easement. Grantee shall pay Grantor Nine Thousand Nine Hundred and 00 /100ths Dollars ($9,900.00) for the six (6) month Term. Grantor and Grantee agree that Grantor may seek to establish a higher value for this Easement through negotiated settlement and /or trial. If the Grantee requires additional use of the Easement Area beyond the Term, for the purposes described in Paragraph 2, above, the Grantee shall pay the Grantor one /sixth of the established value of this Easement, whether such value is determined through negotiated settlement and /or trial, for each additional month of use. Any partial months of use shall be paid on a pro rata basis. . 5. Binding Effect. The Demolition Easement granted hereby is solely for the benefit of Grantee, and is personal to Grantee, its successors in interest and assigns. Grantee shall have the right to permit third parties to enter upon the Demolition Easement Area to accomplish the purposes described herein, provided that all such parties abide by the terms of this Demolition Easement. The Demolition Easement granted hereby, and the duties, restrictions, limitations and obligations herein created, shall run with the land, shall burden the Demolition Easement Area and shall be binding upon and the Grantor and its respective successors, assigns, mortgagees and sublessees and each and every person who shall at any time have a fee, leasehold, mortgage or other interest in any part of the Demolition Easement Area. 6. Recording. This Demolition Easement shall be recorded in the real property records of King County, Washington. 7. Indemnification. Grantee hereby indemnifies and holds Grantor harmless from and against any and all liability, loss, damage, expense, actions, and claims incurred by Grantor to Link Segment 0757 R/W 0TUK021 m30607-539506.2.doc 2 Form approved by legal 8/14/03 Demolition TCE z re � w 00 N 0 w J = w 2 gQ co I W z = F- I— O z I- uj U � O N . C3 t•- wW H UL O .. z U = z the extent arising from the exercise by Grantee, its servants, agents, employees and contractors of the rights granted in this Easement. 8, Insurance. Grantee shall maintain commercial general liability insurance with reasonable limits of liability covering the Demolition Easement Area on activities of Grantee and its agents, employees or contractors upon and the use, maintenance or repair by Grantee and its agents employees or contractors of the Demolition Easement Area. Grantee shall provide Grantor, on request, certificates of insurance evidencing such coverage. Grantee shall have the right to provide the coverage required herein under blanket policies provided that the coverage shall not be diminished by reason thereof. Dated this Grantor Grantor Link Segment 11757 R/W #TUK021 m30607- 539506.2.doc day of , 20 . 3 Form approved by legal 8/14/03 Demolition TCE z • z w QQ = J U O O co 0 w -- f-. wO Q to = d i _ w Z = 1—O Z t— w • w 0 c o O — O I— W w u O . .. w O Z STATE OF WASHINGTON ) ) :ss COUNTY OF On this day personally appeared before me and , to me known to be the and of the corporation that executed the within and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the said corporation, for the uses and purposes therein mentioned, and on oath stated that he /she or they were authorized to execute the said instrument. Given under my hand official seal or stamp this STATE OF WASHINGTON COUNTY OF I certify that I know or have satisfactory evidence that and is /are the person(s) who appeared before me, and said person(s) acknowledged that (he /she /they) signed this instrument and acknowledged it to be (his /her /their) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: Link Segment 11757 R/W #TU K021 m30607- 539506.2.doc ) ss. day of , 20 Printed Name: Notary Public in and for the State of Washington, residing at My appointment expires: (Signature) Printed Name Notary Public in and for the State of Washington, residing at My appointment expires: 4 Form approved by legal 8/14/03 Demolition TCE ti m30607.521561.doc Legal Description for Entire Parcel (Tax Parcel No. 102304 -9059) ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48.'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO A POINT WHICH BEARS SOUTH 20°12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING EXHIBIT A LENGTH DATA LI 574'21'43 "W 2.00' 1.2 N74'21'43 "E 2.00' L3 N75'51'58 "E 1.94' N67' 18'43 "E 044.40' NI 5 32.88' --� 515'38'I7"E 20.00' 34 TEMP CONST ESMT GOVERNMENT LOT I V• 515' 38' 17 "E 90,27' t' SEE SHEET 2 OF 2 s\6";1,\61' t' 13\.00 6 6.0 rte. 4 z r 16•P'S t5 \'t"�j207� ¢0.0� 1111G1 SOUNOTRANSrT LIN ris ASSOCIATES LINK LICK RAIL TRANSIT SYSTEM 10.26' 7.57'1 PERMANENT ESMT 1, • 8(1,5 A. Kt . • LIGHT RAIL GUIDEWAY STREET RIGHT —OF —WAY LINE STREET CENTER LINE •• PLATTED LOT LINE -- — PROPERTY LINE PARENT PARCEL FEE TAKE LINE EASEMENT LINE PERMANENT EASEMENT LINE TEMPORARY NW I /4 NW I /4 SEC 10, T 23 N, R 4 E; W.M. I e.D4' \ '\ \ \ r; I 25 12,5 0 25 50 SCALE IN FEET Exhibit B to Temporary Construction Easement For Demolition SOUND TRANSIT SOUTH ZONE N 288723.84 E 1380611.87 r PARCEL MAP 757—TUK-021 \ NAD 83 (91) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD, PAGE 1 OF 2 PARCEL AREA: 281,360 SF OUIDEWAY ESMT: FEE TAKE: COHST, ESMT; 14,140 SF REMA INING AREA: PERMANENT ESMTI 7.707 SF ASSESSOR NO.; 1023049089 DATE 6/2/04 OWNER! BATAVIA HOLDINGS LLC BLOCK N0,1 N/A LOT NO4 N/A CITY OF TUK W I LA KING COUNTY, WA DETAIL I men GOVT. LOT IO (NW / NWI /4) SEC 10, T 23 N, R 4 E; W.M. s% ;...:.: ...... . c A....7;r:- ..---.7.7.■:•---'::— ---- fr.. M so I ..... • , jam• -�" . , ill ..,:/.. } . NW PROP. CD R. Si .' % :i } 1 ti :'.4 JJ.8'1' • • 5.90' N 'T ` 3 : J: FRFNI2 LICHT RAIL GUIDEWAY STREET RIGHT -OF -WAY LINE STREET CENTER LINE PLATTED LOT LINE PROPERTY LINE PARENT PARCEL FEE TAKE LINE EASEMENT LINE PERMANENT EASEMENT LINE TEMPORARY TEMP CONST ESMT LINK LIGHT RAIL TRANSIT SYSTEM SOUNDTRANSIT LIN & ASSOCIATES }}'• i.. L . 10 T tJI t � ^IS .. . • � ��� . 0'16'23" R ..2824.47' L— 1 3.48' T.6.73' TRACK SD CENTERL I I 8 S01 SEE DETAIL I PERMANENT ESMT EXPIRES 11 /11 /05 SEE SHEET 1 OF 2 EX. ELEC ESMT, REC NO. 5779418 SCALE IN FEET SOI "W 685'V. BO .30 0 I 80 120 1 r � NW NAD 83 (9 1) NAVD 88 PAGE 2 OF 2 PARCEL AREAL GUIDEWAY ESYT: FEE TAKE: SEE SHEET I CONST. ESMT: REMAINING AREA PERMANENT ESLITI PARCEL MAP 757 —TUK -021 ASSESSOR Not 1023049059 DATE: 17/2/o4 OWNER! DATAVIA HOLD INOS LLC BLOCK NO.t N/A LOT NO.: N/A ■ I CITY OF TUKWILA K ING COUNTY, WA '' <'I.ti.'.'sk,•1+� i�.v:+troiw:S.` M.ILL3Fiilw.:t`ilWt ive�E .11.>iA1 1.. 44.:.. a•i YNAZ ::.tyis•ac4a•••ar..- H44.4.2'0i 7. i+' l.' 4..:•. tii.• a. L. ?N•iN0.4I. . :tr t ••au+:C%f:M.f Sb:�i >:.tt; •.flit <.f >:.a'U EXHIBIT C DEMOLITION GUIDELINES On those properties where we have a partial acquisition and a demolition of structure, the contractor will be required to: 1. Backfill the excavation with structural fill and compact • Backfill will be leveled at existing grade and made not to puddle. The disturbed area shall then be resurfaced (with 3- inches class -B asphalt over 4- inches crushed rock) and sloped to drain. 2. Take all walls down to 2 feet below final grade • Owners will need to be made aware that some portion of the walls and footings may remain on the property and will be buried to a minimum of 2 -feet (if they rebuild in the future, there may be a cost associated with removal of the remnants of the wall or slab). 3. Break up all slabs to 4 -foot pieces and removed from the site at contractor's expense. 4. Disconnect all utilities • Utility easements such as sewer and water will remain so the property owner can rebuild on the remainder • All utility connections to the site including the sanitary sewer, water, gas and electrical shall be modified as required by the City of Tukwila, or the Water District to allow for the demolition to occur at no expense to the property owner. This shall include the cost to remove or cap off any septic systems on site that need to be abandoned. • Utility service will not be disrupted save for that period of time required for switching from the existing utilities to the replacement utilities. Any utilities which service other buildings on site, which will be disrupted by the demolition for a period of time greater than that required to switch from the existing utilities to replacement utilities, shall be rerouted to avoid service disruption prior to demolition. All work performed in rerouting of utilities shall meet current applicable codes and standards. Link Segment #757 R/W #TUK02I m30607- 539506.2.doc A copy of the STANDARD Demolition and Earthwork specifications for 755 are available upon request. However, the contract specification is being revised. The contract specifications could change some or all of the above specifications. 5 Form approved by legal 8/14/03 Demolition TCE z Z w 00 W • I U w w 0 2 LLQ = • d w z = ZI- w ✓ O O - t7 i- w W LO . w U = 0~ z w.C+:tirW�v,.L«r;:w.11+,�u:6iV:. LENGTH DATA L I N 11 3I.0 - L2 S78 "W ; • - "' 2.62' L3 S75'51'58 "W 4.26' L4 N75'5I'58 "E '. 4.03' L5 N 15'44'5I "W \ 78.80' L6 S74'27'53 "W \.3.30' - L7 N74'27'53 "E 3.10' L8 N 1 5'34'25 "W 7.68' L9 N15 "W 21.86' LIO 574'21'43 "W 3.03' L I 1 N74'2I'43 "E 3.00'.- •• - :'. L 12 N76'27'08 "E y . - :5:4.00' 34 GOVERNMENT LOT 1 (NW 1/4 NW 1/4) N87' I8'43 "E 544.45' SI5 "E S15'36'17 "E SI5 "E THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT OUTSIDE THE GU I DEWAY. PERMANENT EASEMENT -- ACQUIRED R FOR SEGMENT 75 UTILITY WORK. PARCEL MAP 757 -TUK -021. E GUIDEWAY EASEM NT OVERLAPS THE PERMANENT EASE EN GUIDEWAY. 1 INSIDE THE 18.00' 85. I I 83.89' SEE SHEET OF FOR VIEW OF ENTIRE PARCEL 13.37' 15 = 44.51 7 W 1 1.78 - " 4 16,44'6\ W 51550, ,3 "E2� .34`25 " E 17 gZ 04 `' 15.2 •32'p' 515• , 14.0° 4 12 -- rX 515 1153°S 10.00 " 18.00 1e °'012.0.0 —1j E 5 93 • 1 • %IV'83 • DO ' , CN 09.0 57755 "VI LEGEND — — — -- LIGHT RAIL GUIDE WAY STREET RIGHT -OF -WAY LINE STREET CENTER LINE - — — PLATTED LOT LINE - — — PROPERTY LINE PARENT PARCEL - — — FEE TARE LINE — -- — EASEMENT LINE PERMANENT FEE TAKE GUIDEWAY ESMT TEMP CONST ESMT SEC 10, T 23 N, R 4 E; W.M. 18.06' \ \ SOUND TRANSIT SOUTH ZONE \ N 2867a84....--- C — E - 1 3 g 0 6 1 1.87 11.45'S5 "W 1565 Nj 5,48 " 2.6 q p0 NI1'44, 2 10 45 1 S' 1 .. "NE 25 12.5 0 25 50 SCALE IN FEET PERMANENT ESMT TO MONUMENT IN CASE AT S II2TH ST. NAD 83 (91) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD. PAGE I OF 2 SOUNDTRANSIT IL1 &1Al LIN k ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM I,,,1um,,nnu ,p I 9429 . NLLAW EXPIRES II /I /05 PARCEL AREA: 261,360 Sr GUIDEWAY ESMT: 8.831 SF FEE TAKE: CONST. ESMT: 4,267 SF REMAIN AREA: PERMANENT ESMT: PARCEL MAP 755— TUK -021 ASSESSOR NO.' 1023049059 OWNER: BATAVIA HOLDINGS LLC DATE: 5/4/03 BLOCK NO.: N/A LOT NO.: N/A CITY OF TUKWILA KING COUNTY, WA Z (Y W 0 OD C W = 2 W 0 00 d W Z f— ZO W U 00 0 H W W F- H W Z U = 0 ~ Z TRACK SB CENTERL I SEE SHEET'. 1 OF 2 PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 757-TUK-021. EX. ELEC ESMT PER AF5779418 5.90' LEGEND — — — — LIGHT RAIL GUIDEWAY STREET RIGHT-OF-WAY LINE STREET CENTER LINE - — PLATTED LOT LINE — PROPERTY LINE PARENT PARCEL FEE TAKE LINE — — — — — EASEMENT LINE PERMANENT EASEMENT LINE TEMPORARY .1111■•• ••■•■• FEE TAKE GOVT. LOT 1 (NW1/4 NW1/4) SEC 10, T 23 N, R 4 E; W.M. EU= GUIDEWAY ESMT SO I '44'33“W 6853/4. 60 30 0 60 120 SCALE I N FEET TEMP CONST ESMT PERM ESMT iI Ut NAD 83 (91) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD. PAGE 2 OF 2 I LI 8,1 Al SOUNDTRANSIT LIN k ASSOCIATES LINK LIGHT RAIL TRANSIT SYSTEM ,e 0i . 10/11■0.10111 . 1011.11 . 11100.1000■1 lllll llllll PARCEL AREA GUIDEWAY EST: FEE TAKE: SEE SHEET I CONST. ESMT: REMAINING AREA PERMANENT ESMT: PARCEL MAP 755-TUK-021 ASSESS CR NO: 1023049059 DATE: 8/4/05 OWNER: BATAVIA HOLDINGS LLC BLOCK NO.: N/A LOT NO.: N/A CITY OF TUKWILA KING COUNTY, WA 'taw ' z ••• OC _i O 00 OD CI U) LU ILI -J LL. 111 0 u. OD D I uu oc z c) Z F- WLU D 0 0 00 0 -- uLl 7C 0 r - ri5 w z c) o z R/W No. 755 -TUK -021 PIN 102304- 9059.08 Batavia Holdings, LLC EXHIBIT "A" EASEMENT Grantor's Entire Parcel : ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO.A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING Guideway Easement Area Acquired by Grantee : ALL THAT PORTION OF THE ABOVE DESCRIBED GRANTOR'S PARCEL LYING EASTERLY OF THE HEREINAFTER DESCRIBED "LINE 1 ": LINE 1: COMMENCING AT A POINT HAVING SOUND TRANSTI' SOUTH ZONE COORDINATES OF N286723.84, E 1380611.87, SAID POINT BEING, BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF GRANTOR'S PARCEL, SAID CORNER BEING A POINT ON THE WEST LINE OF EAST MARGINAL WAY SOUTH AND DISTANT 30 FEET WESTERLY OF THE CENTERLINE OF SAID STREET;; THENCE S87° 18'43 "W ALONG THE NORTH LINE OF GRANTOR'S PARCEL A DISTANCE OF 23.22 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE S 15 °38' I7 "E PARALLEL WITH THE EAST LINE OF GRANTOR'S PARCEL A DISTANCE OF 85.11 FEET; THENCE S 15 °2I'53 "E A DISTANCE OF 82.04 FEET TO THE BEGINNING OF A CURVE HAVING A RADIUS OF 2291.86 FEET; THENCE SOUTHWESTERLY, TO THE RIGHT, ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 4 °43'38" AN ARC DISTANCE OF 189.09 FEET TO THE SOUTH LINE OF GRANTOR'S PARCEL, BEING THE END OF THE HEREIN DESCRIBED LINE. Containing 8,631 square feet more or less. NOTE: THE BASIS OF BEARINGS IS THE WASHINGTON COORDINATE SYSTEM OF 1983, 1991 ADJUSTMENT (NAD 83/91). COORDINATES ARE REFERENCED TO THE SOUND TRANSIT LINK LIGHT RAIL SOUTH ZONE PROJECT DATUM. TO CONVERT TO THE WASHINGTON COORDINATE SYSTEM OF 1983/91, NORTH ZONE, FIRST SUBTRACT 100,000 FROM BOTH THE NORTHING AND EASTING, THEN MULTIPLY THESE COORDINATES BY THE COMBINED SCALE FACTOR OF 0.999997515. Contract 755 TUK- 021.take.doc 6/2/2004 Z f.- re 2 J U O 0 CO 0 -I N LL W O LL Q to � S W Z = O Z I— U o to 0 — O I-- W W H '- u. 0 Z W U= O Z LENGTH DATA L I N I 1 31.0 L2 S78 15'48 "W .. •••••" "2.62' L3 S75 ° 5I'58 "W ' 4.26' L4 N75 1'58"E \ 4.03' L5 N 15044151 "W \ 78.80' L6 S74 ° 27'53 "W \ .30 L7 N74'27'53 "E 3.I0' L8 N I 5'34'25"W 7.68' L9 N I5 ° 50' 13 "W 21.86' L I 0 S74 ° 21'43 "W 3.03' L I I N74 1'43"E 3.00.'.••••••: L I2 N76'27'08 "E ........ ..4;00` GOVERNMENT LOT I (NW %4 NW %4) N87 1 8'43 "E 544.45' THE TEMP CONST ESMT MATCHES THE PERMANENT ESMT OUTSIDE THE GUI DEWAY. PERMANENT EASEMENT —ACQUIRED R FOR SEGMENT 75 •UTILITY WORK. EE PARCEL MAP 757— TUK -02I. T GUIDEWAY EASEMENT N OVERLAPS THE PERMANENT ESE EN GUIDEWAY. 13.37' N 15 ° 44.51 "W 1 1.76' 515 ° 38' 17 "E 1 8.00' 34 .!.• S 15 ° 38' 17 "E 85. I I' . —%.k; 0 S I 5 "E 83.89' SEE SHEET FOR VIEW OF ENTIRE PARCEL 8■5 -1`48 N\ \400 7. LEGEND LIGHT RAIL GUIDE WAY STREET RIGHT -OF -WAY LINE STREET CENTER LINE - - --• • —• -- PLATTED LOT LINE — — PROPERTY LINE PARENT PARCEL FEE TAKE LINE — — — -- EASEMENT LINE PERMANENT 16.0 \2 • 1 i I SEC 10, T 23 N, R 4 E; W.M. 1 25 12.5 0 25 50 SCALE IN FEET SOUND TRANSIT SOUTH ZONE \ N 1\ r”" — T3iS0611.87 TO MONUMENT IN CASE AT S II2TH ST. \N ki aa 4 , � \` \` 1 Y " "" \ 1 1 \ \ , \ 1 \. \ \ I• \\ IT.'. ‹ \ \ \ \ N \ \' • \ \ \ \ i, \\ \ \ • \ \ t \ RA� N \s CENT RLI EA 0,0° I f R=282444'1 \ �\ H 46 \ CO D= z AI 5 I \ i y L\ l N D\\ \ ) tP \ cns 1 NAD 83 (91) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD. y "" U) W d co 5.90' LEGEND ▪ LIGHT RAIL GUIDEWAY STREET RIGHT- OF-WAY LINE STREET CENTER LINE PLATTED LOT LINE — PROPERTY LINE PARENT PARCEL FEE TAKE LINE ▪ -- — — EASEMENT LINE PERMANENT EASEMENT LINE TEMPORARY \/.l GOVT. LOT I (NW 1/4 NW 1/4) SEC 10, T 23 N, R 4 E; W.M. T RAIL GUIDEWAY (TY A =0' 16' R =2824.47' J L =13.46' •... t \\ ` TRACK SB \ T_6.73 ' CENTERLI 1 \\ i SEE SHEET I OF 2 PERM ESMT ACQUIRED EARLIER. SEE PARCEL MAP 757 -TUK -021. EX. ELEC ESMT PER AF57794I8 SOI'44'33 "W 685''/- f •.-. I ... ....... SCALE IN FEET 60 30 0 60 120 NAD 83 (91) NAVD 88 PARCEL AREA IS FROM THE KING COUNTY ASSESSOR RECORD. z w 6 00 J H tO IL W � co =w F- _ z � W 0 w U � O c 12 W I- LL' O W U O ~ z R/W No. 755 -TUK -021 PIN 102304 - 9059 -08 Batavia Holdings, LLC EXHIBIT "A" EASEMENT Grantor's Entire Parcel : ALL THAT PORTION OF GOVERNMENT LOT 1, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTH OF THE DUWAMISH RIVER OR NORTH OF THE GOVERNMENT MEANDER LINE ALONG THE NORTH BANK OF SAID RIVER AND WEST OF THE WESTERLY LINE OF EAST MARGINAL WAY; EXCEPT THAT PORTION AS CONDEMNED BY KING COUNTY SUPERIOR COURT CAUSE NO. 469557 FOR TRANSMISSION LINES; ALSO EXCEPT ALL EXISTING COUNTY ROADS; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 1, LYING SOUTH 00 °32'40" WEST 636.35 FEET FROM THE NORTHWEST CORNER THEREOF; THENCE SOUTH 88 °51'20" EAST PARALLEL WITH THE NORTH LINE OF SAID GOVERNMENT LOT 1, 208.79 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 69 °47'10" EAST 514 FEET, MORE OR LESS, TO THE WESTERLY LINE OF EAST MARGINAL WAY; THENCE SOUTH 16 °48'50" EAST ALONG SAID WESTERLY LINE TO THE DUWAMISH RIVER; THENCE WESTERLY ALONG THE DUWAMISH RIVER TO.A POINT WHICH BEARS SOUTH 20 °12'50" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 20 °12'50" WEST TO THE TRUE POINT OF BEGINNING Guideway Easement Area Acquired by Grantee : ALL THAT PORTION OF THE ABOVE DESCRIBED GRANTOR'S PARCEL LYING EASTERLY OF THE HEREINAFTER DESCRIBED "LINE 1 ": LINE 1: COMMENCING AT A POINT HAVING SOUND TRANSIT SOUTH ZONE COORDINATES OF N286723.84, E 1380611.87, SAID POINT BEING, BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF GRANTOR'S PARCEL, SAID CORNER BEING A POINT ON THE WEST LINE OF EAST MARGINAL WAY SOUTH AND DISTANT 30 FEET WESTERLY OF THE CENTERLINE OF SAID STREET;; THENCE S87 °18'43 "W ALONG THE NORTH LINE OF GRANTOR'S PARCEL A DISTANCE OF 23.22 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE S 15 °38' 17 "E PARALLEL WITH THE EAST LINE OF GRANTOR'S PARCEL A DISTANCE OF 85.11 FEET; THENCE S15°21'53"E A DISTANCE OF 82.04 FEET TO THE BEGINNING OF A CURVE HAVING A RADIUS OF 2291.86 FEET; THENCE SOUTHWESTERLY, TO THE RIGHT, ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 4 °43'38" AN ARC DISTANCE OF 189.09 FEET TO THE SOUTH LINE OF GRANTOR'S PARCEL, BEING THE END OF THE HEREIN DESCRIBED LINE. Containing 8,631 square feet more or less. NOTE: THE BASIS OF BEARINGS IS THE WASHINGTON COORDINATE SYSTEM OF 1983, 1991 ADJUSTMENT (NAD 83/91). COORDINATES ARE REFERENCED TO THE SOUND TRANSIT LINK LIGHT RAIL SOUTH ZONE PROJECT DATUM. TO CONVERT TO THE WASHINGTON COORDINATE SYSTEM OF 1983/91, NORTH ZONE, FIRST SUBTRACT 100,000 FROM BOTH THE NORTHING AND EASTING, THEN MULTIPLY THESE COORDINATES BY THE COMBINED SCALE FACTOR OF 0.999997515. f City of Seattle Gregory J. Nickels. Mayor Seattle City Light Jorge Carrasco, Superintendent RECEIVED APR 1 1 2005 Z TUKWILA ~ w PUBLIC WORKS 2 April 8, 2005 U O cn❑ J H City of Tukwila pi COPY u) u_ Attention Joanna Spencer _ g J Public Works Department PB'�lllnfi �` u_ Q 6300 Southcenter Blvd i d Tukwila, WA 98188 P!r' ' • I- _ ?F-- Dear Ms. Spencer: z I- Ili uj D Batavia Holdings Letter of Consent — PM #230410 -2 -302 o cn ❑i-- Seattle City Light has reviewed the proposal to abandon the septic system at 11231 East = v Marginal Way and consents to the proposed abandonment. The property owner is has revi I I Holdings LLC and the tenant is Overnite Express. As disclosed in the attached letter dated w z March 31, 2005, there is a possibility that a portion of the drain field may be within Seattle 0 City Light's transmission line right -of -way. Any portion of the septic system within the p I- right -of -way will be removed and restored at no expense to Seattle City Light. Z If you have any questions or need further information regarding this matter, feel free to reach me at 206 - 684 -3337. Sincerely, 004- David Flores Senior Real Property Agent :df cc: Tom Wilson, Sound Transit Chris Detter, Seattle City Light Bozena Srebro, Warner Engineering consent \tukwila.overnite.ltr e DOti- 14 700 Fifth Avenue, PO Box 34023, Seattle, WA 98124 -4023 Tel: (206) 684 -3000, TTY: (206) 233- 7241, Fax: (206) 625 -3709 An equal employment opportunity, affirmative action employer. Accommodations for people with disabilities provided upon request. March 31, 2005 Batavia Holdings, LLC. Ms. Joanna Spencer City of Tukwila Public Works. Department 6300 Southcenter Blvd Tukwila, WA 98188 RE: Project # D04 -410 Overnite Express 11231 E. Marginal Way Dear Joanna, The letter is regarding the questions that have arisen about the location of the existing septic tank and drainfield. "During the design phase of the project it had been unclearas to where exactly the septic, components: were located:: Because the'Site is largely paved, it was at one time assumed that• the:: field was located in the northwest cornier of the site, and possibly in the large grassy; area belonging to Seattle City Light. However;: no documentation has surfaced to definitively suggest this The City of Tukwila, and Seattle City Light have requested this letter to confirm that if the septic is on City.Light's property, the owners of this: property . will remove and restore the area. affected. : Last week, Sound Transit was on site with ground penetrating radar :(GPR) equipment. Using that equipment, they located the septic tank, ,The tank:is located under the parking lot on. the north side .of the. existing dispatch building, dust to: the west . :as you: exit the building. This tank location has:now been delineated 'on the: site plan :.(attached) ; The GPR also identified subsurface piping . in the northwest corner: of the , Overnite property, suggesting the, location of the septic field At the time of : the investig was'not able to :clearly identify 'the' limits of the field. It appears that the entire field is: on the ' Overnite property, but the: possibility exists that: some maybe =on. CityLight's:property. The: full :. extents will.be determined once under construction. The ownership of the property at.11231 East Marginal Way has agreed to abandon the septic system, including the drainfield as. of this construction.; Any portion of the drainfield that may exist on Seattle. City Light's property will.be abandoned and removed, and the area affected returned to the condition in.which.it currently date 1002 Tower Building ( 1809 Seventh Avenue 1 Seattle, WA 98101 1 Phone (206) 515 -0505 I Fax (206) 515 -2995 t ,„ 1M0101 11x0 JOIN IONIN70 LAW MN 10341 JYfil ON IM WQ 41111 MONO 4471141 C. w411400 M • 741 OIO• 9411100 • IOUT7011111/4 YL► HIPIPO IL 7i11Oi �..�_ 11C1319.w WW2 w 000 ITWN R • *XI IT1N411 • t41 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I'AII: Art h ur al I.r„ I'k 111 Ar a I (t, up u i' t 1 o. c. 111 ,. . pk 111 A r/rr" , 1 r, • 0 u I' k I It r, ,rat [. r it u p• k11I Arch `...0 r.,I t,ruup Dear Allen, Item 2 Se 603 STEWART ST. SUITE 707 SEATTLE, WA 90101 206 624.3210 FAX 624.3243 112 OLDS STATION RD., SUITE 0 WENATCHEE, WA 90001 509 664-5181 FAX 665.0750 z T {... i 6 00 CO J i- � LL RE: Correction Notice, dated 12/9/04 w Permit #D04 -410 RECEIVED Overnight Express CITY OF TUKWILA u,. co 11231 East Marginal Way S. JAN 2 6 20055 w Tukwila, WA PERMIT CENTER z z 0 z I- January 10, 2005 City of Tukwila Building Division 6300 Southcenter Blvd. #100 Tukwila, WA 98188 Attn: Mr. Allen Johannessen U 0 We are in receipt of your letter regarding the Overnight Express project dated 12/9/04. ° u Attached are our responses your comments. Changes to the architectural drawings are 0 . clouded and marked with Delta #1. u- o z Item 1. A complete lighting schedule, including fixture type and 2003 WSEC v N compliance will be submitted under a separate permit as a deferred o �- submittal by the electrical contractor. A lighting summary sheet was z submitted at the time of the building permit submittal and is attached again here for your reference. The final forms will be submitted at a later date by the contractor The lighting legend on sheet A2.1 has been revised to indicate illuminated exit signs with battery backup. Revised sheet A2.1 is attached with this correction response. Specific information regarding the fixture and code compliance will be submitted under a separate permit as a deferred submittal by the electrical contractor. Item 3 A glazing schedule has been added to the drawings and the designations shown on the plans. Revised sheets A2.1 and A3.1 are attached. Tempered glass locations are shown on the exterior elevations. CORE 710RI LTR# 1X4-410 Item 4 The proposed batt insulation originally shown has been eliminated and rigid insulation in the required R -21 has been provide on top of the roof deck. No venting is required. The wall sections have been revised and are attached here Item 5 Bathrooms will have adequate ventilation. The mechanical contractor will submit all ventilation requirements under a separate permit as a deferred submittal. Item 6 The mechanical contractor will submit all ventilation information on the existing exhaust system under a separate permit as a deferred submittal. I hope that these revisions will be adequate to secure a building permit for our client. Please let me know if you have any further questions or if there is anything more I can do to assist with the permitting process. Sincerely, Lisa M. Winterhalter Project Architect PKJB Architectural Group cc. Mr. Daniel Temkin, owner Mr Bob Power, Seacon encl. Sheets A2.1, A3.1, A4.2, Lighting Summary ::pia:�ru+: :.. ;u }•ss:C�:.it;Y..�:i" ia: <Zx. wr•1:n' 'aatr';:.+kt —' ,'..� : u Fats, oils, and grease (FOG), Non -polar 100 mg/L Chromium (Cr) 5 mg/L . Copper (Cu) _ 8 mg/L Zinc (Zn) 10 mg/L MAR -30 -2005 12:21 �y.rx•• ;. CourAv Wastewater Treatment Division Industrial Waste Program Department of Natural Resources and Parks 130 Nickerson Street, Suite 200 Seattle, WA 98109 -1658 . 206 -263 -3000 206.263 -3001 Fax March 28, 2005 Lisa Winterhalter PKJB Architectural Group 603 Stewart Street, Suite 707 Seattle, WA 98101 Authorization 10572 -01 to Discharge to the Sanitary Sewer Dear Ms. Winterhalter: The King County Industrial Waste Program has reviewed your plans for the oil/water separator to be installed at the Overnight Express operation located at 11231 East Marginal Way South, Tukwila, Washington. In accordance with King County Code 28.84.060 (enclosed), King County grants approval for the design and installation of this separator provided that: • Approval from Val Vue Sewer District is received before discharge to allow for permitting of a connection to the sanitary sewer. Please call Dana Dick, 206 - 242 -3236, to obtain required approval; and • The discharge limitations and special conditions listed below are met. Discharee Limitations PKJB ARCHITECTURAL GROUP Special Co nditio ns 206 624 3243 P.02/03 1. The oil/water separator sampling port or inspection tee on the outlet line shall be accessible to King County personnel during normal hours of facility operation. 2. No significant amount of storm drainage shall enter the sanitary sewer; i.e., the uncovered area tributary to the separator shall not exceed 200 square feet. CLEAN WATER - A SOUND INVESTMENT l.azsmw MAR -30 -2005 12:21 • • Lisa Winterhalter March 28, 2005 Page 2 PKJB ARCHITECTURAL GROUP 206 624 3243 P.03/03 3. The oil/water separator shall be properly maintained so that effluent from these structures does not exceed the King County discharge limitations. 4. This document permits the discharge of limited amounts of wastewater generated by pressure washing truck parts. Wastes or contaminants from sources other than permitted herein shall not be discharged to the sanitary sewer without prior approval from King County's Industrial Waste Program. This design approval does not in any way guarantee that the oil/water separator will function as described by the fabricator or manufacturer. Further, the approval does not relieve Overnight Express or any subsequent operator, of the responsibility to enlarge, modify, or replace the oil/water separator to meet King County discharge requirements. After installation of the separator, and prior to the initiation of discharge, fill the system with clean water. Enclosures: King County Code — Title 28 Discharging Industrial Waste in King County Brochure Oil/Water Separator Fact Sheet cc: Dana Dick, Val Vue Sewer District Doug Hilderbrand, King County TOTAL P.03 z _I- '~ w J U O 0 ( o J • = w 0 gQ = • a w Z = I-0 z I- If you have any questions about this authorization, please call me at 206- 263 -3012. N o — o 1-- Sincerely, = w o c t11 z Arnaud Girard Investigator Industrial Waste Program MAR -30 -2005 12:20 DATE: March 30, 2005 JOB NO: 04088 ATTENTION: Ms Joanna Spencer FROM: Lisa Winterhalter FIRM: Public Works NO. OF PAGES: (3) FAX NO: 206 -431 -3665 RE: Ovemite Express D04 -410 MESSAGE: Dear Joanna, Attached please find the letter from King County Waste Water. I believe you needed this for your final sign off_ Please let me know if you need anything more. cc: Dan Temkin, 206 - 515 -2995 Bozena Srebro, 253 -858 -8579 603 STEWART STREET SUITE 707 SEATTLE, WA 98101 206 624 -3210 FAX 624 -3243 112 OLDS STATION ROAD SUITE B WENATCHEE,WA 98801 509 664 -5181 FAX 665 -8750 FAX COVER SHEEP PKJB ARCHITECTURAL GROUP 206 624 3243 P.01'03 .*... : t. : ��. 11ia:kau.: JAN -26 -2005 10:46 I ARNER ENG /NEED /NG C /V /( ENG /NI. =FR /NG c� Pi.4NN /NG 018007 January 26, 2005 IJARNER ENGINEERING z • z 1:e QQ � J U O o CITRECEIVED WIL.A w � J AN 2 6 2005 N u _ uj 0 Reference: Overnite Express at 11231 East Marginal Way South PERMIT CENTER (Development Permit Application Number D04 - 410) g Q = • a I— w Z = z1- w w 1. Attached are copies of the requested water easement and the requested ingress /egress 2 0 o • N O H 2. We contacted the Seattle -King County Health Department and requested any septic system = w records that they may have for this site. They indicated that they have no such records. We u - O also contacted Seattle City Light, on whose property we believe the septic system exists. They also have no knowledge that such a system exists, but have agreed to process a permit to allow our client to locate, and properly abandon, such a septic system on their property. We have not t=- H yet received a permit from the City, but a copy of the application that was made on January 14, z 2005, is attached. Joanna Spencer Public Works City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Ms. Spencer: As requested in your review letter of November 29, 2004, we offer the following: easement that affect the northerly portion of the site. 253 858 8579 P.02 3. Application has been made to the Val Vue Sewer District for connection of all buildings on this site to the Val Vue sanitary sewer system. We have not yet received a permit from them to make these connections. 4. A detail of the proposed oil /water separator has been added to the plans that are being re- submitted to the City, and calculations for sizing of that device are also on those plans. 5. An application is being made to the King County Metro industrial Department for the oil /water separator using the plan noted in Item 4 above. We will forward their approval when received. 6. All existing meters on the site are now shown on the plans. 7. We have revised the domestic water metering on the site so that there continues to be the existing irrigation meter, but there are now two separate meters, one for each of the buildings on the site. See the re- submitted plan. 2709 JAHN AVE NW • SUITE H -5 • GIG HARBOR, WA 98335 • TEL (253) 858 -8577 • FAX (253) 858 -8579 -44 0 CORRE TION LTR # :r• JAN -26 -2005 10:46 018007 January 26, 2005 Page 2 8. Concerning your specific comments on the water system: Sincerely, a. Domestic water- An RPPA device and hotbox has been added downstream of each meter. The existing 2 inch diameter meter will be returned to the City, and each of the new meters will be 1 inch in diameter. b. Landscape water- Because Sound Transit is relocating the connection point for the existing landscape water for the site when they install the footings for the elevated rail. they have agreed to add the required double check valve assembly when they make that new connection. See attached 1/24/05 email from Amarjit Marwaha at Sound Transit that makes this commitment. c. Fire protection- The site fire protection system has been completely revised so that there are now two separate fire department connections. One of the separate systems will require the installation of a new backflow assembly inside the modified building, and the other one will require the installation of a backflow assembly in a vault for the existing main dispatch building. Please let me know if you need any additional information. Gary E. Warner, P.E. Principal Attachments WARNER ENGINEERING 253 858 8579 P.03 '1709 'JAHN' AVE' NW' • SUITE H -5 GIG HARBOR WA 9835 • TEL (25)'658.8677 • :FAX '(253) 88' -8170 . s, 1: eisrsi% ctitgr :i.i,:a- i ?a:.di:+::a;ci�'w�• ' �gF.:,:.... ?w.iuuiit3usei,�t).3.a 1 F JAN -26 -2005 10:47 7303010134 TITLE statutory Warranty Deed steve gratzer mylrea gratzer wilfred jossy THE GIANTDA S STRVE GRAMM and MYL+RNA AISA SSR, his rifts, for sod t. tneelrtnntloe of $10 and other valuable consid eration Lahampaid,werrriandetinsitopoWILFFIED E. JOsBY, Trustee for-Tram-Western tzpress, Inc., Esltpivye. Profit -Shari g Trust. the ka de. desatbed reel ease, bIzoal to the Cwtplr et King. dies ail Waehisataa: Subject to easements and encumbrances of record end. an .asemesat for water lines over the Northerly 15' of said property. This deed le elver in felnlhoeat of that canals real estate ooatra0t b/ttrets.tlre settles hereto, dated March 1, , 1972 , sad conditioned ler the: ooreage ee thu above eeacrtbed oroperty, and Chi eo•eneeis of verteaty eerele,eeetalas4 tball aol•npatli..M •ass title. Interest or •nculebraeoe arising by, terveeb or order the psmibaser la call soaWatt. and *hall set apply to any tenets, rsuesessate or other ebonies levied. 11111••11114 er beeeelyd des .sbsemiset to the date of weld contract. test Ewe. twife Tax rut paid oo thu este or stamped ev.rpt oo E 171673 , vet, So. Audit Filo No. Dated thla 28th day of Feb. 1 720 43 ..91 t TAX PAI!) (i' ∎XN, k,d;l AFF. no.V\AP',N. ■ ,i. R. ' ilt; .;11$. XING COUttfY ThEAWRER MUM STA'L'E OW WASaTNGTOIL, County .l King WARNER ENGINEERING • • • • 1371.1101t 1 fff R 00 .l L.ECTICs • Krf10 CO. roe beRtftY See attached E tibit A, which by refszetuco is nado a pert hereof. r'.■1 ►stet poll • I 4 TI , : 1;Q:0 �...� hr ,cvy : ...., _ On this doy PoreamaY +PhrIlld befetr 1101 Steve Grauer and Mylrea Oretzerr•, hie wl he to cot morn to be the f..dMdsls denTibed In sad vb. e..otted the *ado ed isatltg lasenttleesl, sit!► :411.,01 the they eland the levee ea t het r fns W Ott 4 ale NW dle4, tier •` • � �pp" ttrrela enend.etd. / ParAnkV;Oar my hand end eAtiet lest tilt W ty 3 ri �t •� j 28th dry 4,;T,e cry 1975 a7ra� g∎i•it jig . ,- . nosh Leer 253 858 8579 JAN -26 -2005 10 :4? ID.o-+rerr A WARNER ENGINEERING 253 858 8579 P.05 All that pQrtien,of Govsrrrnent Lot 1, Section 10, Township 23 North, Ranpe. 4.; Eaitt, W. M. , lying north of the Ouwern ish River or North of the Governnient meander line along the north bank of said river and west of the wa+sterly line a last Marginal Way, EXCEPT that portion as cofdernrled. by King County S+er i car Court Cane No. 489887 for transmission linen but inclualing any poseesaory right sellers may have thereto AND EXCEPT all existing County roads, ALSO EXCEPT that portton. thereof described as follows: Commencing at a point on the west lino of said Ooverrrnent Lot 1 lying South 0 32' 40" W. 698.35 feet f1"orn the northwest comer thereof and running thence South 88° 51' 20" E. parallel with the North line of said Government Lot 1, 208.79 Met to the true point Of beginning; thence North 89 47' 10" E. 514 feet, More or less, to the westerly tine of E. Marginal Way; thence South 16 48' 50" E. along said westerly line to the Duwerni.t h River; thence westerly along the Ouwarnish River to a point which beers South 20 12' 50" E. from the true point of beginning; thence North 20° 12' 50" W. to the true point of beginning. z re w 6 U Q w = H w 0 2 u_ Q rn = a z = I- O z • ui 0 ON O H w w H H w Z S2 5E. rn 0 z JAN-26-2005 10:48 7202290168 steve gratzer '• z cc LU 2 6 0 0 U) ci) LUI 1— I 0) u_ u j 0 g 5 w z 0 z LU W • C3 0 O SP- O I-- LU u j 0 F E; Z w 0 0 1- z 7202290168 WARNER ENGINEERING 253 958 8579 P.07 c n 3;,t. th record owner of the following deseribed, pl"oo ty. in KIN! flty; Washington: That ' q0W on of the Noi log feet of Government Lot 2 in Section 9 7bliiti'ehip. 23' rth,, ,H$j e: met WM., lYtiig• Easterly of Primary Site Fait. > ;•rtb :, 1';: a►b, cepl rem.. to the State of Uaahineton by dee. a0 rem 'ri *i&: eN er:,-ln i'tor! a tile4e. 390904A; F,XCE:PT that portion �.� °onus ±.n' iirs CodKW Skip *itor Court Caine No. 469557; and l ,';' that psr'ti.on of: t to ndent: Lot 2, in Section 9, Township CD pr- 23. Nor.t , R 4' 9t. V:>iI. . desoribed an follows: CU ' Beginning r • t . the Lstere a nt1'an of the South line of the North 435 O feet' at SlWr ea�vaf+>�brd nt Lot: with the Easterly line of said N• • Primo ' `g*bi. � bii, ►• 1K6.. L.as a0tiveyaed to the State of Washington by Oied!•s+` i deb':;na r'40400 Pile No. 3909048; thenoe Northerl aLat g, sd►l�d t+itsrlyr> s 23 fi t; thence East parallel with the Nertli ner,dr arced ESehaa. t •Lo't 2; a di.ctanloe of 110 feet; thenoe Sid[itte7r'ly, said highway line 230 feet to 3ewth -' *ins• of Sold Ne 1,' 35''rast; t enaa West along said South line: 110 Beet to the paint. of beginning ;' WVER11 arms 'GRAMM is purchasing by contract the following described property. in Ling, Countj *¢M)dn tOnr All that poltte :. or Goin roment: Lot 1,• Section 10, Township 23 NOrth k.USt, WOG'in,Alng COW ty,.. Washington, lying North of the Dincem sh`••HIVer' a North of the; Covernment meander line along the North bank''ot'•said river and West of the Westerly line of East Marginal Way,, 3�C( PT that portion as condemned by King Conmty• Superior . Court: cause ' VO. 469557' for transmission lines but including any possessory right sellers may have thereto and SKCE.P2 all etieting county-roads, ALSO Man that portion thereof described as follow r commencing at a point an the. West line of said Government Lot I, lying South 0 Vest, 6 6 .35 feat from than ,? orthwes f: corner thereof and running thanoa $OE th 88 51'20 Est parallel with the North line or said Goverhaent Let 1, 208.79 feet to the .true point of beginning; ttierloerVerth 69 47•IO« grit 514 feet more or less, to the Westerly ltn� ` of �t Marginal Way; thence South 16"48•30* East along as id ,,j ieeterly line to the Duwaaish River; thenoe Westerly along ttfrt•' aish firer to a point which bears South 20 Etat fiho ' the true point of begs ing; thence North 20' West to the true point of beginning and RESERVING for all existing water lines. all WHEREAS A. F. aGRATrZi R' S property borders an Primary State High- way No. 1 and STEVE aBATZ$R''3 property borders on at Marginal Way, and SEAS both parties are. interested in having an easement for ingress arid egress to P 'iaary State: Highway No Z' and. Bust Marginal Way, now theretorl POE AND • IN: OONSZDffi AT I ON OP- T MUTUAL ' PR0$ t S gs CONTAINED F�r JRN-26-2005 10:50 herein and the mutual eas-ements granted hern the parties are to erant to each other the foilcmting. easements for Ingress and egress to tlItsi Primary State Highway No-...I'e.nd to plot . 14argirv.41 Way on the properties as described below-. The easements th11. be person».1 to each of the parties hereto' arid do not run *I th• the land and may be rertc>ted b$ either party by giving. to the other party sixiy (60) days wri tut)* rbetioe of revcoatiOet. I Ab o4illOpetrebt grant to: STEVI ORAL 7Eft the following described, eallOsietit, to Oglik Cilia22131 personally and under the *bows 041it•l, tit**, The noTtiifay forty (44) ft in w14th of that portion of - Gov in,.'seOtieen 9, tormehkp 23 north, range eemt:r., WM. e 10;04 .o •1114shinittoiti 1J easterly of the east8 StaXii:.-.13:igky' No. , 1 And. .1ying southwesterly of the trlinideisalisit rine. right. of way as condemned in King County I .4 693.S7 i FOR' IN castavisiumitot abtAre easement, STEVE GI:LATZER does hereby igrazit • tb Mr.AtCtiti.. the following de sorib ed ease= e.nt .tb run to A. P. CRATZ1111 piprlaisugtp;s0d . under. the • above condi ti on . . The northerl• . forty • (40) feet in width of that port/ on of Governttent 'Lrit j in 'emotion 10, township 23 north, :range LI- east, WA., in; Ring.. COunty.. Wsithingten, lying westerly of the west line of SastMargin*1 Wy, and lying Southerly of the transmission line as sondes:sled • In Xing County Superior Court Cause No '469557 . IN WITVBSS ,WNERSOF, the. parties hereto have execrated this instrtraent this ...al...flaw. of Feblitutry 1969. , /2/ STATE OF WASHINGTON) COUNTY 0? KING WARNER ENGINEERING G 88 . . 4 , A. G cYt thig day parsenallr,appeared before me A. F. GRATZER and STEVE GRATZER, tons known to be thi iMiv1d1 deaorlbad in and who exeolated th. within and .fOregOiwinst•unent and'anknowledged that Igned-the Sans as • their Wife, and volun;.ary.aot and deed, for the parpoiss'therelft nentienvdc )4 nrEU.0 r ndemy, hand and04f10a1 eeal this day o '1969 253 858 8579 P.08 I , • •"nr in 9.14 Mr the State of Washington, residing at Seattle • tl z ve 2 00 • ° • W Liii u j 0 2 u. co 0 j_ LL1 I Z 1— 0 Z w • cf) O — O I— • Lu I 0 "; z (/) y 0 1— z J9N -26 -2005 10 :50 Parcel Viewer One Parcel Found: Parcel Address ( Number - - -- — - -- 11 EAST .- 1 1023049056 MARGINAL `NAY S I igb Search Menu 1 Parcels Found: Record 1 Parcel Number Addroas 1023049056 Available Available 11100 EAST MARGINAL WAY S Zlpcode . • " ' • Taxpayer ax a e / SEATTLE CITY p y LIGHT Property Available Report Districts Report ODES Permits }- -4 .tic -C) gtif 3 L . "T c L< J r WARNER ENGINEERING Kino Links oe you : xpr tv I GIS I News I Services I Comments I Search ternal sites do not constitute endorsements by king County. By visiting this and other King County web pages, osly agree to be bound by terms and conditions of tho site. Q The details 10'32 2)0 4 o2 1' ( Ac \t; r 5C 51- S - 11r 032 3o4-9 o ( ?ADC -, ri 2 g � o - 1 .. j< CAA 1 I 1 1 Current Tool: Zoom Out OV Map Zoom In g Zoom Out '2304! tg Full Map Sack '�;o3s j Pan 1 If!' 0 Identify T� r ' p GZ.�71 kloIcvuT Large Map 253 858 8579 P.09 gaL wit Search Menu 00 Show Legend ti JAN -26 -2005 10:51 7n� rifth Avenue Jorge Carrasco, Superintendent .,acne, Washington 98104 -5031 Greg Nickels, Mayor PERMIT APPLICATION APPLICANT: Name Seattle City Light • W � t UP4 - r4,0, I Phone No. 2S 858 6577 Work Company &G?4'y -«Z�tG Address 27o1 Jahn AVe. AX RIG H WARNER ENGINEERING Seattle City Light Real Estate Service, Room 3012 700 Fifth Avenue, Suite 3300 Seattle, WA 98104 -5031 I hereby apply for City Light permission to temporarily use the portion of City - owned property as illustrated on the REVERSE SIDE for the following purpose(s): LOS T6 If -11 A7A) ,ste C 1 rA 77 4-70 Goc.- yrr cf e ; 4 - T 7 W C A r t P r 1 40-c Ara-- r-oa. C , teP '.ie ..�J Legal Description of Permit Area: c?t,o ern o at ' c.n•eze. d'eQ..47? w /trif0t. Located in Section 75 2.3 , Range 1' East, W.M. ENCLOSED is the Administrative Fee to process the permit. Make checks payable to Seattle City Light. ✓ COMMERCIAL $100.00 RESIDENTIAL OR AGRICULTURAL $50.00 (Administrative Fee is non - refundable unless the use is denied by City Light.) It is understood that in addtion to the Administrative Fee, an annual (or monthly) fee will be assessed, in advance, based upon the fair market value, plus any applicable state, county or city taxes. It is also understood that all permits issued by City Light may be cancelled at any time upon 30 days written notice. Dated t l ) b5 permit \applicat Signed Phone No. Home State W IT Zip 1 /8 336 253 858 8579 P.10 z w UO W o CO Ili J = U) u_ w g LL? • d = z � Zo w O • N O I— wW LL ..z w U= 0 z ({ .':.' E `� i �1S tui 1 , Q .O . .417./.; .. < S lit - '° S N . 0 . ' • � p e ` m 1 �► ACCE ST v „/ ,;(,•;;!.@ •;.•• ',; ., ? . ..;',. . .. ''.."N ,„... _. . . ' IA, •• ••=0-'° — C= ' ,.....-- • • ', ....., ; .....:r. . + . '. '''''• • , ..... . •■•••111.raint .. . : ;:• • ■ • [. :: :‘ 4 ... ; . .......t ' , . •; •‘174. .. • ri A14 I ; • • f J (..) • 1%. (...3 1 4 '■ –... —I' :' -*:•• '.. .....--•-• ./ ........ 7: ..........:: :;'''' j ' •*'•:2:•'t `..,:,&!,",.. .: • s .: •• ''"..... '''.,:::'. ;S, 0' •■•! 4 \'...:..':.e.v i.. ` :•:. ;.:,. 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DESCRIPTION (PARCEL j1023049059 - 6 AC) 102304 59 PORTION GL 1 LY WLY OF E MARGINAL WAY LESS CITY OF SEATTLE TRANS LN R/W .ESS BEGS 00 -32 -40 W 636.35 FT FR NW COR GL 1 THENCE S 88 -51 -20 E PLW N LNTHOF 208.79 FT TO TRUE POINT OF BEGINING THENCE N69 -47 -10 E 514 FT M/L TO WLY LN E MARGINAL WAY THENCE S 16 -48 -50 E ALONG SAID LINE TO OUWAMISH RNER THENCE WLY ALONG SAID RWER TAP BEARING S20 -12 -50 E FR TRUE POINT OF BEGINING THENCE N 20- 12 -50W TO TRUE POINT OF BEGINING PROJECT SITE 11231 E MARGINAL WAY S TUKWILA, WA PROPERTY OWNER: BATAVIA HOLDING, LLC. 1809 SEVENTH AVENUE #1002 SEATTLE, WA 98101 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. z t N N 0 ON I NS3N I ON3 N3Nelen 62..S8 8Se ZSE 1 JAN-26-2005 10:52 7 011224■1 • 1 .2 CfiZt.N.19^ C/d C923CA 0230 • I ff4 C ir WARNER ENGINEERING "111111=111111 1111iromma et 1 210.1tP. 30 204 1 0 491 1 4 0 to. 0 1023049059 02.:(WitX0 tr 30.19 ?.? to23o4savi Duwamish RIVer 14.1.27931K-6 10230.11:96 CV.,\7 2 f 03.22,0.19129 I • --- 1021 httn://www5 mAtrnkr. nrminart"olwicawcir/11Ann...3mr, 1,+", \SZ - C/T9z/6itr re-0 Pc Pa-rcee aril 1 023 01 1' 9 0 59 e , 8 a-tatiza 14 5e/0e/34— acced. : /123/ marg-t'kea, wcz deattie, 4)/1- 253 858 8579 P.12 .4 0 l " 114 IN ^ z LL1 2 -J O 0 U) 111 W -J f.- • u j 0 g u.. < z o ZI- W • LIj n O co 0 O I— tu I 0 1— Ili C.) i 0 z JAN -26 -2005 10:52 Marwaha, Amarjit, 07:58 AM 1/24/2005, RE: Overnite Express site on E Marginal Way Subject: RE: Overnite Express site on E Marginal Way Date: Mon, 24 Jan 2005 07:58:29 -0800 X- MS- Has - Attach: X- MS- TNEF - Correlator: Thread - Topic: Overnite Express site on E Marginal Way z Thread - Index: AcT/ 37YgEOtrQXmyQOmlzdmpgWZYsQCTRorA 4-Z From: " Marwaha, Amarjit" <marwahaa @soundtransit.org> w To: "Bozena Srebro" <bozena @warnerengineering.com> 0: D Cc: "Kempkes, Rod" <kempkesr @soundtransit.org >, _J o 'Wilson, Tom" <wilsont @soundtransit.org> cn 0 X- OriginalArrivalTime: 24 Jan 2005 15:58:34.0650 (UTC) FILETIME= [8F09DFA0:01 C5022D] co = X- M I M E -Au t o co n v e rt e d : from quoted - printable to 8bit by eclipse.sggee.org id j00Fw19n003978 cn 1.- WO Srebro, 2 I have talked with Tom Wilson and Rod Kempkes of ST about this issue. g Q Rod will write a letter to City of Tukwila about ST's commitment to add co a this Valve . I will let you know when it happens. 1- W Amarjit z i 1- 0 Original Message 111 Lu From: Bozena Srebro [ mailto :bozena D o Sent: Friday, January 21, 2005 9:36 AM 0 cn To: Marwaha, Amarjit o H Subject: Overnite Express site on E Marginal Way z v ui u' w z 0 — The City of Tukwila requested a written confirmation from Sound Transit 0 H indicating that a new DOUBLE CHECK VALVE ASSEMBLY will be included as z Amarjit, part of existing irrigation meter relocation, marked on plan with "452" callout, due to a conflict with a new column footing. Let me know as soon as possible. Thank you. Bozena Warner Engineering Civil Engineering & Planning 2709 Jahn Avenue NW, Suite H -5 Gig Harbor, WA 98335 Tel: (253) 858 -8577 Fax: (253) 858 -8579 WARNER ENGINEERING 253 858 8579 P.13 Printed for Bozena Srebro <bozena @warnerenglneering.com> 1 PUBLIC WORKS DEPARTMENT COMMENTS DATE: November 29, 2004 PROJECT: Overnight Express PERMIT NO: D04 -410 PLAN REVIEWER: Contact Joanna Spencer at (206) 431 -2440 if you have any questions regarding the following comments. a -:.l.. 3 21)0k �'KJE A CI;IfICTUIR,i,L GROUP 1) Submit copies of 15' water line easement per recording no. 7303010134 and 40' easement for ingress /egress per recording no. 7202290168. 2) City records indicate that the subject property is still on septic system. Since the septic tank and drainfield are located on the adjacent property, please provide any septic system records from King County Health Department and a letter for the adjacent property owner permitting septic system abandonment. 3) Applicant shall obtain a sanitary sewer permit from Val Vue Sewer District for connecting the existing buildings to the sanitary sewer system. Please note that a minimum 10 -foot horizontal separation is required between the water and sewer lines. 4) Applicant shall show a detail of proposed oil /water separator on plan and submit supporting oil /water separator sizing calculations. 5) An approval letter from King County Metro Industrial Department is required for oil /water separator connection to sanitary sewer. Please submit plans to Arnould Girard, Industrial Waste Investigator at (206)263 -3012. 6) Tukwila Finance Department indicates that there are two water meters on the Overnight Express Account. The first one is a 2" domestic service water meter and the second is a 0.75" irrigation water meter. Show all the domestic and irrigation water lines on your site plan and water meters. 7) The Tukwila Municipal Code requires each building to be metered separately. A second domestic water meter needs to be installed. Two water meters with a manifold can be installed on one stub. An RPPA is required downstream of each new water meter. 8) Since this project includes alterations to the existing plumbing system, the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code including installation of an approved backflow prevention on the fire line, irrigation line and the water supply to the building. The City has determined that there are deficiencies on the domestic water supply line, irrigation line, and fire prevention line. J.; WiiLK:wa:4lkU�dri, Public Works Department Comments D04 -410 Page 2 November 29, 2004 a) Domestic Water A Reduced Pressure Principle Assembly (RPPA), previously called a Reduced Pressure Backflow Assembly (RPBA) shall be installed immediately downstream of the existing and any proposed permanent water meter. Backflow installation at another location requires the Public Director's approval. The RPPA shall be installed in a Hot Box or equal freeze protection enclosure anchored to a minimum 6" thick concrete pad. A power supply shall be provided for the Hot Box. b) Landscape Irrigation The existing 3 /4" irrigation deduct water meter shall be upgraded to have a Washington State Department of Health approved double check valve assembly installed. Please specify size, manufacturer, and model no. of proposed double check valve assembly. If the upgrade of the existing irrigation meter indicated for relocation by Sound Transit will be performed by others, please submit a letter from Sound Transit indicating that a Double Check Valve Assy will be included as part of meter relocation. c) Fire Protection Service The existing single check valve inside the underground fire vault shall be replaced with detector double check valve assembly (DDCVA) to meet the City of Tukwila detail WS 15 (2 of 2). Applicant shall coordinate with the Tukwila Fire Department's possible relocation(s) of the Fire Department connection(s). I have enclosed Development Bulletin C5 that lists design and installation requirements for cross connection control. Please submit a construction cost estimate for all the work inside the City right of way and all the site work on private property. This information is very important ,since Public Works Type C Construction Permit has a progressive fee based on the percentage of construction cost. (P:Laurie Admin /Joanna/Comments D04 -410) iEL 211't aKJ C; 4 CYUR(',L GROUP z _I- w r4 2 J0 00 N 0 Lo J = F- w u_Q = • d w z � This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. I- 0 All correction requests from each department must be addressed at the same time and reflected on your drawings. I w !- have enclosed comments from the Building and Public Works Departments. At this time, the Fire and Planning ? o Departments have no comment. 0 N O — O H Building Department: Allen Johannessen, at 206 433 -7163, if you have questions with regard to the = w. - H O .. z w O I— December 9, 2004 Ms. Lisa Winterhalter 603 Stewart Street, #707 Seattle, Washington 98119 RE: Dear Lisa: City of Tukwila Department of Community Development Steve Lancaster, Director CORRECTION LETTER #1 Development Permit Application Number D04 -410 Overnight Express —11231 East Marginal Way South attached memo. Steven M. Mullet, Mayor Public Works Department: Joanna Spencer, at 206 431 -2440, if you have questions with regard to the attached memo. 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -410 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 .'1�f!.4 {.j1VKH z Building Division Review Memo Date: December 01, 2004 Project Name: OVERNIGHT EXPRESS Permit #: D04 -410 Plan Review: Allen Johannessen, Plans Examiner • Page 1 Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division plan review has been conducted on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. Provide a schedule for the lighting of the complete building indicating fixture type and compliance with 2003 WSEC 1141 codes. Indicate the type of existing lighting to be relocated/reused and its relative compliance information with the new energy codes. Show on the plans. Fill out "Lighting Summary" sheet. 2. Indicate on the plans that the exit signs are illuminated and that there is emergency backup lighting per code. Indicate specific unit information and code compliance for the emergency lighting. (2003 IBC1006.3) 3. Provide a door and glazing schedule. Indicate relative safety glazing by exterior doors on the schedule. Show schedule references on the plans. IBC 2406 4. Address the venting of the insulated ceiling. How is the space above the insulation vented? 2003 IBC 1203.2 5. Plans do not show bathroom ventilation. Show bathroom ventilation on the plans. (IBC 1203.4.2.1 & IMC 403.3). 6. Show on the plans, information about the existing exhaust ventilation system and its compliance to the minimum requirements RE: 2003 IBC 406.6, 2003 IMC 403.1, IMC 403.2, IMC 403.3, IMC 501.1 & IMC 501.2. Should there be questions concerning the above requirements, contact the Building Division at 206 -431 -3670. No further comments at this time. kts PUBLIC WORKS DEPARTMENT COMMENTS DATE: November 29, 2004 PROJECT: Overnight Express PERMIT NO: D04 -410 PLAN REVIEWER: Contact Joanna Spencer at (206) 431 -2440 if you have any ►� questions regarding the following comments. 1) Submit copies of 15' water line easement per recording no. 7303010134 and 40' easement for ingress /egress per recording no. 7202290168. 2) City records indicate that the subject property is still on septic system. Since the septic tank and drainfield are located on the adjacent property, please provide any septic system records from King County Health Department and a letter for the adjacent property owner permitting septic system abandonment. 3) Applicant shall obtain a sanitary sewer permit from Val Vue Sewer District for connecting the existing buildings to the sanitary sewer system. Please note that a minimum 10 -foot horizontal separation is required between the water and sewer lines. 4) Applicant shall show a detail of proposed oil/water separator on plan and submit supporting oil/water separator sizing calculations. 5) An approval letter from King County Metro Industrial Department is required for oil/water separator connection to sanitary sewer. Please submit plans to Arnould Girard, Industrial Waste Investigator at (206)263 -3012. 6) Tukwila Finance Department indicates that there are two water meters on the Overnight Express Account. The first one is a 2" domestic service water meter and the second is a 0.75" irrigation water meter. Show all the domestic and irrigation water lines on your site plan and water meters. 7) The Tukwila Municipal Code requires each building to be metered separately. A second domestic water meter needs to be installed. Two water meters with a manifold can be installed on one stub. An RPPA is required downstream of each new water meter. 8) Since this project includes alterations to the existing plumbing system, the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code including installation of an approved backflow prevention on the fire line, irrigation line and the water supply to the building. The City has determined that there are deficiencies on the domestic water supply line, irrigation line, and fire prevention line. z Iz 6 J0 00 W I H w ? w E-0 Z f- 20 U 0 ON 0 1-- wW 0 wz 0 = O~ z Public Works Department Comments D04 -410 Page 2 November 29, 2004 a) Domestic Water Z A Reduced Pressure Principle Assembly (RPPA), previously called a Reduced Pressure = w Backflow Assembly (RPBA) shall be installed immediately downstream of the existing 6 and any proposed permanent water meter. Backflow installation at another location c) requires the Public Director's approval. The RPPA shall be installed in a Hot Box or c o equal freeze protection enclosure anchored to a minimum 6" thick concrete pad. A power J supply shall be provided for the Hot Box. w 0 b) Landscape Irrigation The existing 3 /4" irrigation deduct water meter shall be upgraded to have a Washington State Department of Health approved double check valve assembly installed. Please i d specify size, manufacturer, and model no. of proposed double check valve assembly. If I _ the upgrade of the existing irrigation meter indicated for relocation by Sound Transit will Z be performed by others, please submit a letter from Sound Transit indicating that a w O Double Check Valve Assy will be included as part of meter relocation. ? o U c) Fire Protection Service o !- The existing single check valve inside the underground fire vault shall be replaced with w w detector double check valve assembly (DDCVA) to meet the City of Tukwila detail —O WS 15 (2 of 2). Applicant shall coordinate with the Tukwila Fire Department's possible Z relocation(s) of the Fire Department connection(s). v cn - s I have enclosed Development Bulletin C5 that lists design and installation requirements 0 for cross connection control. Please submit a construction cost estimate for all the work inside the City right of way and all the site work on private property. This information is very important ,since Public Works Type C Construction Permit has a progressive fee based on the percentage of construction cost. (P:Laurie Admin /Joanna/Comments D04 -410) i COMPACTED FOUNDATION GRAVEL UNDER VAULT city of Tukwila o' MIN. APPROVAL: END VIEW WITHIN 50' OF HYDRANT 90' THREADED ELBOW DOWN ELBOW 30'45' BEND —� NOTES: SIDE VIEW { 1. DESIGN FOR 4" THRU 10" DDCV. NOT TO SCALE CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT SHEET: WS -15 1 OF 2 REVISION 41: 08.03 B. SHELTON MATERIAL LISTING: 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.S.H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED OCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10 ", 8 ", 6" OR 4" COUPLING ADAPTER, FL. 9. 10 ", 8 ", 6" OR 4" FL'PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 11. 10 ", 8 ", 6" OR 4" GATE VALVE FL'MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6" 0.1. CLASS 52 PIPE FL'FL. 15. 4" OR 6" 90° BEND FL. 16. 4" OR 6" 0.1. CLASS 52 PIPE, FL'FL. 17. 6" 90° BEND, FL. 18. UL LISTED 5" STORTZ CONNECTION WITH 30° OR 45° ELBOW. 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE ' THREADED P.E. 20. 6" 90' BEND FL. 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1. BACKFLOW PREVENTORS SHALL BE FEBCO #806 OR APPROVED EQUAL. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4 ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL SE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30 ". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S.H.A. 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA. UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI /AWWA C110/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO (2) 30' ELBOWS. 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A CERTIFIED TESTER AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. City of Tukwila SHEET: CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE AND VAULT REVISION 41: 08.03 APPROVAL: B. SHELTON WS -15 2 OF 2 NOT TO SCALE J When is cross connection control required? The City requires cross connection control on domestic water supply for all buildings except single family residences, duplexes and four - plexes, on all fire lines, and on all irrigation lines. Every new or modified fire line or irrigation system shall incorporate a double check valve assembly backflow prevention device. Who can design cross connection control? Fire System On new fire system design, the backflow prevention device plans must be stamped, signed, and dated by a Level III certificate of competency holder and by a professional engineer registered in Washington State. On a retrofit fire line backflow prevention design, the plans must be stamped, signed, and dated by a Level III certificate of competency holder or by a professional engineer registered in Washington State. Irrigation System The City has no requirements for design, except that the device shall be a Department of Health approved double check valve. For Domestic Water The City has no requirements for design, except that the device shall be a Department of Health approved Reduced Pressure Principle Assembly. Who can install cross connection control? For Fire System Backflow installation inside a building needs NO certification or registration. Backflow installation outside the building and underground requires the plans be stamped by the installer, who must have a Level III NICET certificate or a Level U contractor's certificate of competency. If the installer is different from the designer, and then the installer must stamp, sign, and date the plans, in addition to the designer's stamp, signature and date. For Irrigation The City has no requirements for installation, except that the device shall be a Department of Health approved double check valve. For Domestic Water The City has no requirements for installation, except that the device shall be a Department of Health approved Reduced Pressure Principle Assembly. Approved 2001 DEVELOPMENT BULLETIN C5 . CROSS CONNECTION CONTROL (Backflow Prevention) 1 CITY OF TUKWILA Public Works Department 206 -433 -0179 References WAC RCW 18.160 National Institute for Certification in Engineering Fundamentals Fire Facts Number 0015 State Fire Marshall Larry Glenn USC List of Approved Backflow Prevention Assemblies What is the cross connection control program? • For New Connections For new connections, the Director requires the installation of backflow protection at the water meter before water service is provided. Any connection for commercial or industrial accounts shall be required to provide premises isolation. For premises isolation, install a Reduced Pressure Principle Assembly, previously called a Reduced Pressure Backflow Assembly, immediately downstream of the permanent water meter. Installation at another location requires the Director's approval. • For Existing Connections The Director evaluates the existing service connection per the following criteria: 1. If the project includes any alterations to the existing plumbing system, then the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code, including the installation of an approved Reduced Pressure Principle Assembly at the water meter. 2. If the project does not include any changes to the existing plumbing system, then such systems lawfully in existence at the time of installation may have their use, maintenance or repair continued if the use, maintenance, or repair is in accordance with the original design and location and no hazard to life, health, or property has been created by such plumbing system. The Department reviews high health cross - connection hazard premises as defined in WAC 246- 290 -490, Table 9, for premises isolation requiring either an Air Gap (AG) or Reduced Pressure Principle Assembly (RPPA). 3. If any previously unapproved backflow prevention device cannot be upgraded in the same location with an approved backflow prevention device (i.e. fire only systems upgraded from single check valves to double check valves), such limitations must be evaluated by the Director. If the new device is installed at a location downstream from the original device, all pipes must first be approved for potable water use prior to reconnection. The pipe material must be specifically rated for potable water use (no black iron), and the entire length of main to be converted must be thoroughly scoured using a multi- staged pigging process acceptable to the Director. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Revised 06.03.04 DEVELOPMENT BULLETIN C5 CROSS CONNECTION CONTROL 2 iRSIrS'�74.MMI'.. .-.fteyW4a+'I'Y ^,N±n +:Y� %�rf Reid iddleton March 3, 2005 File No. 262004.005/00603 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: • Building Permit Plan Review — Final Submittal Overnight Express ( #D04 -410) Dear Mr. Burnell: RECEiv MAR 04 2005 D color, T We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised sheets for the east addition were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S0.1 and S5.1. New sheets for the west addition, not included in the drawings that we reviewed initially, were submitted in response to our second plan review and inserted into the revised drawing set. These new sheets replace Sheets El, E2, E3, E4, Fl and F2 in the original drawing set, which should be removed from the other sets of drawings. These new sheets are: Cl, ES1, F1, E1, E2, E3, E4, E5, E6, E7, S1, S2, S3, S4 and W1. We recommend the structural engineer for the foundation review the revised drawings of the prefabricated steel building and forward them to your office with a notation indicating that the drawings have been reviewed and found to be in general conformance with the design of the building. See Comment #2 in our letter dated January 3, 2005. Copies of Details #6 and #7 (enclosed) were submitted to us by the architect in response to our comments on the choice of response modification factors for the east and west additions. Please verify that these details are included in the revised architectural drawings. Reid Middleton, Inc. 728 134th Street SW Structural special inspection by qualified special inspectors should be provided, per Suite 200 IBC Sections 1704 and 1707. We assume the prefabricated steel building will be Everett, WA 98204 Washington Oregon Alaska Ph: 425 741 -3800 Fax: 425 741 -3900 Engineers Planners Surveyors Mr. Bob Benedicto, Building Official City of Tukwila March 3, 2005 File No. 262004.005/00603 Page 2 fabricated by a registered and approved fabricator and a certificate of compliance will be submitted to the city of Tukwila, per IBC Section 1704.2.2. The following is a summary of the structural special inspections: 1. Concrete construction: Continuous, see also Section 1704.4. 2. Reinforcement at concrete construction: Periodic, see also Section 1704.4. 3. Installation of concrete and masonry adhesive anchors: Continuous, see also Section 1704.13. 4. Masonry construction, including mortar, reinforcement, grout and structural connections: Periodic, see also Section 1704.5.2. 5. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. rl Erection of prefabricated steel building: Periodic, see also Section 1704.3. 7. On -site structural welding at prefabricated steel building for single -pass fillet welds < 5/16 -inch and floor /roof deck welds: Periodic, see also Section 1704.3. 8. On -site structural welding at prefabricated steel building, other than single -pass fillet welds < 5/16 -inch and floor /roof deck welds: Continuous, see also Section 1704.3. 9. High- strength bolting of structural steel other than slip- critical: Periodic, see also Section 1704.3. 10. High- strength bolting of structural steel, slip- critical: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC- ASD), and RCSC Section 9.3. 11. Cold- formed steel- framed lateral- force - resisting system: Periodic, see also Section 1707.4. We made the following "red- lined" revisions to the drawings per the direction of the structural engineers: a) Sheet Cl (Metallic). Add note for Class A faying surface, as shown. b) Sheet S0.1. Change C value from 0.114 to 0.159. Reid iddleton .. Mr. Bob Benedicto, Building Official City of Tukwila March 3, 2005 File No. 262004.005/00603 Page 3 Sincerely, c) Sheet S5.1. Add note to Detail J /S5.1 as shown. We have enclosed one complete set of the revised structural drawings (bound with the originally submitted architectural drawings) and an additional set of the revised structural sheets. Also enclosed are the structural calculations and correspondence from the architect and the structural engineers for your records. If you have any questions or need additional clarification, please contact us. Reid Middleton, Inc. Philip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Lisa Winterhalter, PKJB Philip VanHeyningen, Exeltech mmt\ 26\ planrevw \tukwila \04 \t006r3.doc \prb Reid iddleton 2 xz re w 6 UO CO CO J F -. 0 u_ co = a I-- w 2 F. o 2 0- 0 I- I v . z w . O 2 , w JAN -07 -2005 14:5? PCIM ki•h rK111 Are ✓ in • '•, , ✓ % ii. r.lu A r • ' I $ A r ,i. ►KIP Ar rl ',R( 111111 I • 1.', (.k(11.'I' I's 103 STEWART ST. SUITE 707 5IATTLE. WA IEtOE 344 624.%3 FAX 1241341 117 V10i tlA1PVP1 KV.r 41,914 r WENATCHEE, WA 911101 301 144.4111 FAX 114.8734 January 7, 2005 Mr. Philip Brazil Reid Middleton 728 134 Street SW Everett, WA 98204 RE: Correction Notice, dated 113/04 Permit #D04 -410 Overnight Express 11231 East Marginal Way S. Tukwila, WA Attn: Mr Phillip Brazil Sincerely, Lisa M. Winterhalter Project Architect PKJB Architectural Group PKJB ARCHITECTURAL GROUP 206 624 3243 P.02/04 RECEivE MAR 0 4 2005 co bEvE OPmE Dear Phillip, We are in receipt of your letter regarding the Overnight Express project dated 113105. Among the structural comments was a request for an expansion joint detail between the metal building and the CMU and frame building. . I am attaching the expansion joint details to this fax. Detail 6 originally appeared on the permit set of drawings and detail 7 is new per your request. Both details appear on sheet A3.1. That sheet has been resubmitted to the City of Tukwila as part of another correction letter response. I hope that these details will be adequate to answer your questions. Please let me know If you have any further questions or if there is anything more I can do to assist with the permitting process. 4 ;�,f.;:w.uA:. ..,:. ..+ w,: L•, ��.: t: r}`.i..:s,:x5:w:;:ii,ia'L`..�iti psU'i+?:W:ULKW�+iu�.GGns�'�JJ JAN -07 -2005 14 58 Ox8x16' CM BULKHEAD WALL W/ REI■. PER STRICT. Mt FLASHING CLOSURE PKJB ARCHITECTURAL GROUP I SSUIVIRE NEW MTL. BLDG END WALL W/ MSUL. TO MATCH EX PER MTL BLDG MNFR EXPANSION JOINT 1' -Ii -0' 206 624 3243 P.03/04 24' MIL RIRRING SET 4' FROM at W/ BAIT MSt.IL.. AND GM FUL4- NT COL. PER STRUCT W Ce 6 U O 0 CO 0 CO al J F-- • LL W u_ = a . w ? � I-- O Z I- Lu O • N 0E- WW I IL - H W Z U = 0 1- z TAN -07 -2005 14:58 1' =11 -0r PKJB ARCHITECTURAL GROUP 206 624 3243 P.04/04 EXISTING MIL BUILDING WALL RooF EXPANSION JOINT NEW METAL ROOFING OVER RIGID INSULATION (R -21) ON SHEATHING AND FRAMING PGR 6TRUGt. X / / FIRE 5AFING I EXP. JT MATERIAL. GWE3 AT WDERSIDE OF TJI PER STRUCt. BEAM PER STRUCTURAL Ve FURRING SET 4° FROM METAL BLDG WALL WI I3AT• INSUL PER PLAN AND WALL SCHEDULE EXP. JOINT @ ROOF TOTAL P.04 4..444.4l. "i «ct4awU 41;16:144 .6,3. RG�i�!fyp.:�$titJya" z W cc 0 0 U) J h- � LL w 2 J LL Q ▪ a 1- w z � I- 0 z I- w • w O - O 1- w ILL w z U= 0 z February 18, 2005 SeaCon LLC 165 NE Juniper St. Ste 100 Issaquah, WA 98027 Attention: Mr. Bob Power Reference: Metallic Job No. 220418 Addition to Overnight Express 1) Calculations are attached. 2) C -1 drawing is revised to reflect roof snow, Ss, S1 and Sds. Our response to plan checker dated January 3, 2005 is as follows: 1) Refer to revised C -1 drawing. aL metallic building company Dear Mr. Power, This letter is in response to the two plan checkers review for the above referenced job. Our response to plan checker review dated December 1, 2004 is as follows: 8) These definitions are UBL = unbalance snow load when wind direction from left to right. UBR = unbalance snow load when wind direction from right to left. WL2 = wind load left (case B), see page 19 of design for wind coefficient. WR2 = wind load right (case B), see METALLIC design for wind coefficient. offices: 550 INDUSTRY WAY • ATWATER, CA 95301 • (209) 357 1000 • (800) 211 -4948 mailing address: P.O. Box 793 • ATWATER, CA 95301 • FAX (209) 357 -1010 MAR 04 2005 DELI-mu m T /' • 2) Correct 3) For main frame (moment resisting frame) section 1605.3.1 IBC has been used (refer to p. 13- 15 of calculation) however, for bearing frame 1605.3.2 of IBC been used to match with wind load calculation (refer to page 19 for wind determination). 4) Refer to revised C -1 drawing. 5) Refer to revised C -1 drawing. 6) Refer to page 13 -15 of calculations and F1 of 1 of drawings. 7) Gravity and seismic ground motion have been applied to the load combination (refer to • age 22 -25 for seismic calculation and page 13 -15 for load combination). Sincerely, metallic building company WLP = wind load left with pressure coefficient (refer to page 19) for wind calculation and pressure coefficient. WLS = wind load left with suction coefficient (refer to page 19) for wind calculation and suction coefficient. SEL = seismic left (see revise portal frame reaction on page 11) SER = seismic right (see revise portal frame reaction on page 11) 9) Metallic Building Contract does not include second floor. Therefore, floor live load eliminated on load combinations. 10) Longitudinal direction, R = 3.5 is used (refer to page 24 for seismic calculation) R= 3.5 is used for transver direction (grid line 1 and 2), (refer to new seismic calculation on page 22). 11) Omega factor = 3 has been applied for all direction (refer to seismic calculation on page 22 and 24). 12) Omega factor = 3 has been applied. 13) Redundancy coefficients calculation added to the seismic calculation (refer to page 22 and 24) 14) Frame connection run for Em (seismic with omega factor). Refer to page 97 —112 of calculation. 15) Wind calculation for mainframe is not including the 1.3 factors. As a result, we used load combination of section 1605.3.1 (refer to wind calculation on page 81) however, wind calculation for bearing frame and component are include the 1.3 factor and we used load combination of section 1605.3.2 (refer to wind calculation on page 19). 16) Same as #15. 17) Same as #15. 18) The critical force on that page, checked with allowable load case (without 33 percent increase). Refer to page 62 of revised calculation. I hope this letter is sufficient for your needs, but if you have any questions please call. Arash Shiehbeiki Design Engineer METALLIC Robert Hoekstra Sealing Engineer (WA) offices: 550 INDUSTRY WAY • ATWATER, CA 95301 • (209) 357 -1000 • (800) 211 -4948 mailing address: P.O. Box 793 • ATWATER, CA 95301 • FAX (209) 357 -1010 EXPIRES 10/23/05 e.0 November 23, 2004 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Overnight Express - D04 -410 11231 East Marginal Way S, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, »Io Brenda Holt, Permit Coordinator encl xc: Permit File No. D04 -410 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z z w 6 J U. O 0 N J N LL w 0 LL Q co _ Z =. • F--O Z f— uj O • N w W � - O . iui Z 1= O z Reid iddleton January 3, 2005 File No. 262004.005/00602 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Overnight Express ( #D04 -410) Dear Mr. Benedicto: Engineers Planners Surveyors We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter dated December 1, 2004) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues that require additional consideration. The numbering system from our previous letter except for the prefabricated steel building, has been retained for your reference. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineers each respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The registered design professional in responsible charge should review the revised drawings of the prefabricated steel building and forward them to our office with a notation indicating that the drawings have been reviewed and found to be in general conformance with the design of the building. See IBC Section 106.3.4.2. Geotechnical 1. No comments. Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 2 Architectural 1. No comments. Structural, Exeltech 12. The structural engineer has responded successfully to our comments. We made the following "red- lined" revisions to the drawings per their direction: a) Sheet SO.1. Change C value from 0.114 to 0.159. b) Sheet S5.1. Add note to Detail J /S5.1 as shown. 13. A note should be added to the section of the general notes on special inspections, Sheet SO.1, specifying nondestructive testing of the complete - joint - penetration and partial-joint-penetration groove welded joints at the ordinary steel moment frames. We recommend the note be supplemented by an additional note specifying the nondestructive testing is not required when the welding is done on the premises of a fabricator registered and approved to perform such work without special inspection and a certificate of compliance is submitted to the City of Tukwila stating the welding was performed in accordance with the approved construction documents. See IBC Sections 1704.2.2 and 1708.4 and Section 16 of the AISC seismic provisions (AISC 341 -02). 14. The embedment of the anchor bolts into the foundation should be reviewed upon receipt of the revised drawings for the prefabricated steel building. Substantiating data should be submitted to verify the structural adequacy of the anchor bolts with respect to the transfer of design loads to the foundation. Note that the current design drawings for the prefabricated steel building are apparently not based on consideration of earthquake loads. See IBC Section 2205.2.2 and Section 8.5 of the 2002 AISC seismic provisions (AISC 341). See the comments below for further information. 15. Ordinary steel concentrically braced frames and ordinary steel moment frames are apparently intended for the proposed prefabricated steel structure. The values of their R factors are 5 and 3.5, respectively. The smaller value of R is required to be used for the entire structure. See IBC Section 1617.6 and Section 9.5.2.2.2.1 of ASCE 7 -02. The value of the R factor for the east addition to the exiting building is 6, per the design criteria in the General Notes, Sheet S0.1. The restriction on the value of the R factor also applies to the east addition. The east addition should be redesigned for an R factor of 3. An alternative would be to provide a design for a seismic joint between the east addition and the existing building. See IBC Section 1617.3 and Sections 9.5.2.8 Reid iddleton z z 6 '~ w J0 O 0 CO 13 CO J F- U) w 0 ga • -j w? • d � i ▪ O zf- w • w 0 - O I- 1 - r- "—' O w z • = 0~ z Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 3 Structural, Metallic Building Company and 9.5.5.7.1 of ASCE 7 -02 for further information. Note that there are errata applicable to Section 9.5.2.8 of ASCE 7 -02. See www.seinstitue.org for further information. 1. The seismic design data at the section on building loads, Sheet Cl, should be revised by also specifying the design spectral response coefficients (S and SDI), basic seismic - force - resisting systems, design base shears (V), seismic response coefficients (Cs), response modification factors (R), and the analysis procedure used. Note that many of these values differ from those specified by the structural engineer for the foundation that supports the proposed prefabricated steel structure. See IBC Section 1603.1.5. 2. It appears that the basic seismic - force - resisting systems assumed in the calculations are as noted below. Please verify. See IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7 -02. a) Longitudinal, Grid 1: Ordinary steel concentrically braced frame b) Longitudinal, Grid 2: Ordinary steel moment frame c) Transverse: Ordinary steel moment frame 3. It appears that the basic load combinations of IBC Sections 1605.3.1 and 1605.3.1.1 are assumed in the calculations. Please verify. 4. A note should be added to the section of the general notes on steel, Sheet Cl, specifying that the faying surfaces of the high- strength bolts at the seismic- force- resisting system of the proposed prefabricated steel structure shall be prepared as required for slip - critical connections (Class A, µ >_ 0.33). See IBC Section 2205.2.2 and Section 7.2 of the 2002 AISC seismic provisions (AISC 341). See also Section 5.4.1 of the 2000 RCSC Specification for Structural Joints. 5. A note should be added to the section of the general notes on steel, Sheet Cl, specifying that site welding at the seismic - force - resisting system of the proposed prefabricated steel structure shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft -lbf at minus 20 degrees -F. See IBC Section 2205.2.2 and Section 7.3a of the 2002 AISC seismic provisions (AISC 341). We acknowledge that site welding at the seismic - force - resisting system does not typically occur at prefabricated steel buildings; but the note should be added to the drawings to alert construction personnel, or a note should be added that prohibits such welds. Reid iddleton z 1 ; i— z re 61-1 QQ = J U O 0 CO O w w J LL F— w 0 • ¢ co I 1- w Z = 1--0 Z I- LL! O 52 . o I— w W • O z w • = O ~ z Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 4 6. The calculations should be revised by analyzing additional load combinations as noted below. The load combinations on pages 12 -13 of the calculations, for example, do not include consideration of earthquake loads. Note that the load combinations below are a summary, requiring several additional load combinations to include the most critical effects of the combinations of loads. See IBC Section 1605.3.1. Note that a recent action by the International Code Council resulted in a revision to the load combination in Item (a) below. We do not object to the application of this action and it is included in Item (a). See Code Change Proposal S9 -03/04 for further information. a) DL + CDL + 0.75 (LL + SL + 0.7 E) b) DL +0.7 E 7. The calculations should also be revised by analyzing additional load combinations that include earthquake load (E) as noted below. Load combinations that include earthquake loads require the consideration of gravity and seismic ground motion. Note that the load combinations below are a summary, requiring several additional load combinations to include the most critical effects of the combinations of loads. See IBC Section 1617.1 and Sections 9.5.2.7 and 9.5.2.7.1 of ASCE 7 -02. See also the description for E at the Notations in IBC Section 1602.1. Note that there are several errata applicable to the cited sections in ASCE 7 -02. See www.seinstitue.org for further information. a) E = PQE b) E = PQE c) EM = Do QE d) EM = no QE + 0.2 SDS D - 0.2 SDS D + 0.2 SDS D - 0.2 SDS D 8. Loads designated as "UB, WL2 and WR2" are included in the load combinations on pages 12 -13 of the calculations. Loads designated as "WLP and WLS" are included in the load combinations on page 31 and elsewhere in the calculations. Loads designated as "SEL and SER" are included in the load combinations on page 54 and elsewhere in the calculations. We are unable to determine their meaning. Please explain. 9. Load combinations that include floor live load in combination with other loads as specified in Equations 16 -9 and 16 -10 of IBC Section 1605.3.1 are not included in the load combinations on pages 12 -13 of the calculations. We assume this omission was due to the lack of a floor in the proposed prefabricated steel structure. '.1.0.414Y.J.44.. ..1J pr:MS ✓w....mai -.- . ..r Reid iddleton z }�- z ce w 6 00 co 0 to co IL w 0 u. - a � Z = I— 0 Z I— uj U 0 O N O H w W O ..z Lu O � z Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 5 z W er 2 00 0 w= F- Q w 2 L Q CO = � z = � z F- w w U� o N o I- w w 12. The value of the Do factor is permitted to be reduced by half for structures with i u Z flexible diaphragms. If this option is chosen, please verify that they roof v i diaphragm of the proposed prefabricated steel structure is flexible. See the p 1-- definitions for flexible diaphragm and rigid diaphragm in IBC Section 1602.1 Z and Footnote (g) to Table 9.5.2.2 of ASCE 7 -02. 10. The R factors for ordinary steel concentrically braced frames and ordinary steel moment frames are 5 and 3.5, respectively. Both types of basic seismic- force- resisting systems are apparently proposed in the longitudinal direction. In such cases, the smaller value of R is required to be used. Also, when an R factor with a value less than 5 is used as part of the seismic - force- resisting system, the smallest of the values for the R factor is required to be used for the entire structure. The R factor for ordinary steel moment frames should be used in the longitudinal direction. It appears from the data reported on page 21 of the calculations that a value of 3.5 is assumed. See IBC Section 1617.6 and Section 9.5.2.2.2.1 of ASCE 7 -02. 11. The f2o factors for ordinary steel concentrically braced frames and ordinary steel moment frames are 2 and 3, respectively. Both types of basic seismic- force- resisting systems are apparently proposed in the longitudinal direction. In such cases, the larger value of no is required to be used. We recommend that the no factor for ordinary steel moment frames be used in the longitudinal direction. See IBC Section 1617.6 and Section 9.5.2.2.2.1 of ASCE 7 -02. 13. Redundancy in the seismic - force - resisting system is required to be considered. This could cause an increase in the earthquake loads. Substantiating data should be submitted that establish the quantities of the redundancy coefficients (p) and verify structural adequacy. See IBC Section 1617.2 and Section 9.5.2.4 of ASCE 7 -02. A value of 1.441 is reported on page 21 of the calculations. 14. Beam -to- column connections of ordinary steel moment frames that are part of the seismic - force - resisting system are required to be designed for a flexural strength (MU) at least equal to 1.1 Ry Mp of the beam or girder or the maximum moment that can be delivered by the system. Substantiating data should be submitted that establish the required structural quantities and that verify structural adequacy. Note that the authors of the 2004 MBMA "Seismic Design Guide for Metal Building Systems" suggest that the maximum moment delivered to the system is approximated by EM forces when no equals 3. We do not object to the application of this suggestion. See IBC Section 2205.2.2 and Sections 11.2(1)(a) and 11.2(2)(a) of the 2002 AISC seismic provisions (AISC 341). Reid iddleton d Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 6 15. The basic load combinations of IBC Sections 1605.3.1 and 1605.3.1.1 appear to be the source of the load combinations on pages 12 -13 of the calculations. This does not appear to be the case, however, elsewhere in the calculations (i.e., pages 40 and 45), where the alternative basic load combinations of IBC Section 1605.3.2 appear to be the source. A narrative should be submitted that describes which set load combinations are applied to the individual structural members and components of the structure. 16. A value of 1.3 for the coefficient w is required to be applied to the alternative basic load combinations of IBC Section 1605.3.2 that include wind loads. This does not appear to be included is the use of these load combinations in the calculations. Please comment. 17. Where the alternative basic load combinations of IBC Section 1605.3.2 are used in the calculations, the calculations should be revised by analyzing additional load combinations similar to that for use of the basic load combinations of IBC Sections 1605.3.1 and 1605.3.1.1. See the comments above for further information. 18. Allowable loads are reported on page 57 and elsewhere in the calculations. The values reported for wind and seismic loads are 33 percent greater than reported for the basic loads. It appears that a one -third increase in allowable wind and seismic loads is assumed. Such an increase is not permitted with the use of the basic load combinations of IBC Sections 1605.3.1 and 1605.3.1.1. It is only permitted with the use of the alternative basic load combinations of IBC Section 1605.3.2 where permitted by the material section of the IBC or referenced standard. Documentation should be submitted that establishes the permitted use of the increase for each application of its use in the calculations. A narrative should be submitted that describes each application. For all other cases, a one -third increase in allowable wind and seismic loads is not permitted and the calculations should be revised. 19. We are unable to continue our review beyond this point until the comments above are addressed and revised construction documents are submitted for additional review. Responses to the review comments above should be made in an itemized letter form. We recommend the permit applicant have the structural engineers each respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations directly to our office. Reid iddleton z � ce U CO 0 U) F— U) w 2 = w z = f-- z t— uj 0 ON OF— LU u j U ..z U = 0 1- z Mr. Bob Benedicto, Building Official City of Tukwila January 3, 2005 File No. 262004.005/00602 Page 7 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need any additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Phili j': razil, P.E., S.E. Senior Engineer cc: Lisa Winterhalter, PKJB Philip VanHeyningen, Exeltech vlf\26\ planrevw \tukwila \04 \t006r2.doc \prb Reid iddleton Reid iddleton December 1, 2004 File No. 262004.005/00601 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Overnight Express ( #D04 -410) Dear Mr. Benedicto: RECEIV 'DEC 0 2 2004 D MENT We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineers each respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The registered design professional in responsible charge should review the drawings of the prefabricated steel building and forward them to our office with a notation indicating that the drawings have been reviewed and found to be in general conformance with the design of the building. See IBC Section 106.3.4.2. Geotechnical 1. No comments. Architectural 1. No comments. Structural, Exeltech General 1. Structural special inspection by qualified special inspectors should be provided per IBC Sections 1704 and 1707. We assume the prefabricated steel building will be fabricated by a registered and approved fabricator, per IBC Section 1704.2.2. The following is a summary of the structural special inspections: Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila December 1, 2004 File No. 262004.005/00601 Page 2 a. Concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of concrete and masonry adhesive anchors: Continuous, see also Section 1704.13. d. Masonry construction, including mortar, reinforcement, grout, and structural connections: Periodic, see also Section 1704.5.2. e. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. f. Erection of prefabricated steel building: Periodic, see also Section 1704.3. g. On -site structural welding at prefabricated steel building for single -pass fillet welds < 5/16 -inch and floor /roof deck welds: Periodic, see also Section 1704.3. h. On -site structural welding at prefabricated steel building, other than single - pass fillet welds < 5/16 -inch and floor /roof deck welds: Continuous, see also Section 1704.3. i. High- strength bolting of structural steel other than slip- critical: Periodic, see also Section 1704.3. j. Anchor bolts /rods at hold -downs of cold - formed steel - framed lateral- force- resisting system: Continuous, see also Section 1704.4. 2. The note on live load at the section of the general notes on design criteria, Sheet S0.1, should be revised by specifying the flat -roof snow load, the snow load exposure factor, the snow load importance factor, and the thermal factor per IBC Section 1603.1.3. 3. The notes on seismic loads at the section of the general notes on design criteria, Sheet S0.1, should be revised by also specifying the design spectral response coefficients, the design base shear, the basic seismic - force - resisting system, the seismic response coefficient, and the analysis procedure used per IBC Section 1603.1.5. 4. A note should be added to the section of the general notes on reinforced masonry, Sheet SO.1, specifying verification of the specified compressive strength (f of masonry prior to construction. See IBC Section 1708.1.3 and Table 1708.1.2. Note that empirically designed masonry is not permitted in Seismic Design Category D per Section 2109.1.1. 5. The note on inspection at the section of the general notes on reinforced masonry, Sheet S0.1, should be revised. Periodic special inspection is required for reinforced masonry, per IBC Section 1704.5.2. Note that empirically designed masonry is not permitted in Seismic Design Category D per Section 2109.1.1. 6. The note on plywood at the section of the general notes on wood framing, Sheet S0.1, should be changed from UBC Standard 23 -2 to DOC PS 1 -95. See IBC Section 2303.1.4. 7. The note on required special inspections at the section of the general notes on special inspections, Sheet SO.1, should be revised. Special inspection is required Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 1, 2004 File No. 262004.005/00601 Page 3 Foundation for all concrete construction, except for certain types of concrete footings. See IBC Section 1704.4. 8. The section of the general notes on special inspections, Sheet S0.1, should be revised by specifying whether each type of inspection will be periodic or continuous and specifying additional types of special inspections required by the IBC. See the comment above on structural special inspections for further information. Note that IBC Section 1704.1.1 states that the registered design professional in responsible charge shall submit a statement of special inspections as a condition of permit issuance. 9. The depth of embedment of the anchor bolts at Details P /S5.1 and Q /S5.1 should be specified for review. The design drawings for prefabricated steel buildings typically do not specify this, because it is beyond the scope of the steel building design. An indication of this is the information extracted from the documents for the prefabricated steel building on page Ml of the calculations. Vertical 10. No comments. Lateral 11. The interior shear wall at Grid D.7, Sheet S2.1, as specified at Detail J /S5.1, does not appear structurally adequate. A lateral design load of 2.37 kips is determined on page L6 of the calculations, resulting in a unit load of 474 plf for a 5- foot -long wall. This is substantially greater than permitted for shear walls of this type in IBC Table 2211.2(3). Note that the table contains nominal shear values, which must be divided by a safety factor of 2.5, per IBC Section 2211.2.1. Structural, Metallic Building Company 1. Structural drawings and calculations were not provided to us for review. The drawings made available to us are typically architectural drawings without structural design information. Structural drawings and calculations should be submitted for review. 2. Sheet F2 provides a certain amount of design information for the prefabricated steel building. Design data for dead, live, and wind loads are specified. Design data for earthquake and snow loads, however, are not provided. The prefabricated building should be designed for a flat -roof snow load and mapped maximum considered earthquake spectral response accelerations at short periods (S and one - second period (Si) as high as 1.42 for and 0.49, respectively. See IBC Chapter 16 for further information. +fin +4+utj:� Reid iddleton 4 Mr. Bob Benedicto, Building Official City of Tukwila December 1, 2004 File No. 262004.005/00601 Page 4 Responses to the review comments above should be made in an itemized letter form. We recommend the permit applicant have the structural engineers each respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations directly to our office. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need any additional clarification, please contact us. Sincerely, Reid M'ddleton, Inc. Phili . f: razil, P.P., S.E. Seni r Engineer ' cc: Lisa Winterhalter, PKJB Philip VanHeyningen, Exeltech vlf\26 \planrevw \tukwi la \04 \t006r 1.doc \prb Reid iddleton • PLAN RB/lB/V/ROUTING SUP ACTIVITY NUMBER: D04 - 410 PROJECT NAME Overnight Express SITEADDRESS 11231 East Marginal Way S Original Plan Submittal Response to Correction Letter # X Revision # 4 After Permit Is Issued DEPARTMENTS Building Division ❑ Pu lic ork% � i , � Structural DETERIMINATION OF COMPLETENESS (Tues., Thurs.) Complete Incomplete Comments: Permit Center Use Only I N CO M PLEFE LETTER M AI LED: LETTER O F CO M PLETBV P.SS MAILED: Departments determined incomplete: Bldg ❑ Fire El Ping ❑ RN ❑ aaff Initials TU ESITH U RS ROUTING: {� Please Route Structural Review Required I 1 No further Review Required I 1 APPROVALS OR CORRECTIONS Fire Prevention 1 DATE 02/15/06 Response to Incomplete Letter # Planning Division I I Permit Coordinator DUEDATE 02/16/06 Not Applicable C REVIEWER'S INITIALS DATE DUE DATE 03/16/06 Approved t l Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS DATE Permit Center Use Only CO RRBCTI O N LETTER MAI LED: Departments issued corrections Bldg ❑ Fire ❑ Ping ❑ RN ❑ aaff Initials Documentdrouting dip.doc 2 -28 -02 ;.'��iuMNp4���71NtNm: MMLYMNA�irB! �FiWbllfYFpYiMlM�1!} M1' !tF'i"!iPNCMYIR}M(f4M .ar z '~ w CC 6 JU 00 CO � J N CO w O 2 J u_¢ _ �.w z ZO U� 0- OF- LU u j I-- " z U= O z ACTIVITY NUMBER: D04 -410 DATE: 02 -09 -06 PROJECT NAME: OVERNIGHT EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 3 After Permit Issued DEPARTMENTS: r Builc i ion Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing siip.doc 2 -28 -02 COORD COPY PLAN REVIEW /ROUTING SLIP -v 0' Fire Prevention Structural Incomplete n Structural Review Required Approved ✓ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 02-14 -06 No further Review Required DATE: DUE DATE: 03-14-06 Not Approved (attach comments) DATE: Planning Division Permit Coordinator Not Applicable n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z w QQ • � -J O 0 to o co w J = H w 0 g = d . w z = Zo w to O- 0I-- w W ..z U = O ~ z ACTIVITY NUMBER: D04 -410 DATE: 8 -8 -05 PROJECT NAME: OVERNITE EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Building D ivision Public Works Complete TUES /THURS RO TING: Please Route APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Incomplete n Structural Review Required M5( (. Fire Prevention IvUU kp 6 -y -oc Planning Division t Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8-9-0 No further Review Required Not Applicable E Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVIEWER'S INITIALS: DATE: DUE DATE: 9-6-05 Approved FVf Approved with Conditions n Not Approved (attach comments) n Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z w 00 N O J u. w g5 LL. = d I -w z = z0 w • w 0 O N • F- LU u j u Z w • = O E- z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP , ACTIVITY NUMBER: D04 -410 DATE: 06 -07 -05 PROJECT NAME: OVERNIGHT EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WAY SOUTH Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 TO X Revision #_tafter/befofe permit is issued DEPARTMENTS: Building Division Public L , Fire Prevention Structural Documents/routing slip.doc 2.28 -02 0 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: PERMIT COORD COPY ❑ Planning Division ❑ 0 Permit Coordinator At DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -09 -05 Complete Z 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 ROyTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 07 -07 -05 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -410 DATE: 04 -25 -05 PROJECT NAME: OVERNIGHT EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WAY SOUTH - Original Plan Submittal Response to Correction Letter # X Revision # 1 Response to Incomplete Letter # after /befofe permit is issued DEPARTMENTS: Oft A? 51' Building Division Pubic orks PGl,� !� © 4 - '17 -0c Documents/routing slip.doc 2.28.02 D DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: 511- Ai 4 -21 -as Fire Prevention mi Structural ❑ PERMIT COORD COPY PI p ng'Division Permit Coordinator t )lie DUE DATE: 04 -26 -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 ROUTING: Please Route ,BO Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 05 -24 -05 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5 2 Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PWX Staff Initials: SKS Paw ACTIVITY NUMBER: D04 -410 PROJECT NAME: OVERNIGHT EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WY S Original Plan Submittal DATE: 1 -26 -05 Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: PAP Bu iing Division Pub 'c . rks * 2 Structural DET ' M NATION OF COMPLETENESS: (Tues., Thurs.) Complete 10 TUES /THURS ROUT NG: Please Route Structural Review Required APPROVALS OR CORRECTIONS: Approved Notation: Documents/routing sl ip.doc 2.28-)2 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete Approved with Conditions U ii Planning Division n Permit Coordinator DUE DATE: 1-27-05 n Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 2 -24-05 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: j; ACTIVITY NUMBER: 004 -410 DATE: 11 -16 -04 PROJECT NAME: OVERNIGHT EXPRESS SITE ADDRESS: 11231 EAST MARGINAL WAY SOUTH X Original Plan Submittal Response to incomplete Letter # Response to Correction Letter # Revision # afterrbefore permit is issued DEPARTMENTS: Building Division t / ��� Public Works d»» ks kii -- Documents /routing slip.doc 2-28.02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP y DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 1 1 -18-04 Complete [17 Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW' ❑ Staff Initials: TUES /THURS RO TING: Please Route [Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 12 -16 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Et Notation: APPROVALS OR CORRECTIONS: 1 . 4 1---1- °4 Fire Prevention (a , Structural REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: A 2- 1 -61 Departments issued corrections: Bldg Ne Fire ❑ Ping ❑ PW Staff Initials: 345' PERMIT COORD COPY N 61 lay JR:1. Planning Division Permit Coordinator Not Applicable ❑ DATE: z = re al QQ J U 00 N LLJ J WO u_a = w r- I z F W o o U 0 o MI I- WW U. Z W = O F- z Revision • No. Date ( Received I Staff Initials i Date Issued • ••Staff initials Date Issued /j #4/' 7- S I - - 3-05 - . /1,2 y/v 4 Summary of Revision: . ., , , • �,%d/ , -. Q_.4 r „_4, el�, , 1 Q y , falile�CtY. -7 �r� • 'LPG - / , ."1 /1ZO -- .( *41 -6:7 44. ou ie. e2 e00,0 � Received By: •Ti -ta'-- ,, -✓ Revision No. I Date ! Staff Received I Initials Staff Initials Date Issued Date I Issued Date Issued Staff Initials _ I 09_ • oq • otp / 9- . o I gl /1,2 y/v 4 u r oAA •- 96 liSTe VvOME / oil 4 ) PYhAI1 lO c-A 1-1 E(,6 1/1 1 e Pt-N€ (, A-f tri- Summary of Revision: -eda p 4 4i Received By: TAT N e_eip vo ., A ) • Received By: m- IA 1 Da Revision No. Date I Received Staff Initials Staff Initials Date I Issued Date Issued Staff Initials _ I 09_ • oq • otp I o( v l (c4 I Summary of Revision: WI/ It..Ab0 �1? i u r oAA •- 96 liSTe VvOME t3 c \ 4 ) PYhAI1 lO c-A 1-1 E(,6 1/1 1 e Pt-N€ (, A-f tri- 2� . Received By: a T A Ca 0 Received By: TAT N e_eip vo ., A ) Revision No. Date Received Staff Initials Date I Initials Issued ' I Staff Initials Date Issued Staff Initials VIIIIIII7 I Summary of Revision: • , 1))( /, ; it (0 . Li )1G- ,.--/.- .f Ic) ( '(r '<<iLc f\... j, •, ,,, , • Received By: a T A Ca 0 Revision No. Date Received Staff Initials Date I Initials Issued ' 7 Summary of Revision: Received By: PROJECT NAME �-" Site Address: //23/ e. REVISION LOG PER) ' Original Issue Date: : J.� -os (please print) (please prir't) " (please print) p pri r.. . i r,� ".r+.:.. i . w ..• e...u..�.+:- '.::.::.xt.'xv4'1' z w -J U O 0 CO 0 w = H (/) LL W co tL j = W z � H z I- w • w to O — O 1— WW 0 1-: Z ui • = O ~ z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -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: Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # & after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ()\l ��I�1 � a �` 3 to Project Address: I - I . map -C'?) NAL- tot <\_/ Contact Person:- Phone Number: 2I1 `,& 2 6 1 () Summary of Revision: ) )1( 32( TY D P-1 . El- 7 V`\ C)M \N CT()M .. o► )UI 1 II T '0Y1 • C hi/T1 1 hi/T 2cy /\L /_n (,vs E, P ( / -E JAL. T ROW) CC(1) piwj OAD 1S gJNs Sheet Number(s): /\ 2-' \ ( U Dp DATE E "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A onc- 4 A Q Entered in Permits Plus on ell (Yi `JP \applications\forms- applications on line'revision submittal Created: 8 -13 -2004 Revised: 7 Dr4-zho Steven M Mullet, Mayor Steve Lancaster, Director FEB 0 9 2006 PERMIT CENTER 7/./oc City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us REVISION , Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: AtA6 8 -e!) Plan Check/Permit Number: 1 ) Olt - 416 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 7i after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: (W i 1-, ic Project Address: al E,j Q.and \ f 1301 04 Contact Person: Lv W(u1 W-44131- Phone Number: Z45(4 (024 g Zi Summary of Revision: s ) Ar J1.,tP (. grcit1i4101 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 Permits Plus on on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director CT' OF TUKWILA AUG - 8 2005 Z • W ce JU O 0 0 o • DJ J = F— uj � - w Z I— O Z F— U� ON OH w W 0 u- z Iii F- � z City of Tukwila i REVISION SUBMITTAL i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: CP -1. 0 C ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 TO • Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 11231 East Marginal Way South Contact Person: Lisa Winterhalter Phone Number: 26(0 Co Zt 7z l ( Summary of Revision: Clv (i- P.-eV !SAO t'j lArR E GI t -) -- ALL. 1 A't2.tl.S 0 t e G- ( .b ATeb 04 - 2e.. 0 b tors/ geet3 A i) z& Ir4 -- I TEAMS' 1� 3 , 4 4.5 OF CA 1 COwt,nl.ti + 1 Tom - t DttreD MAl23, 2O09 tikv01.3 kD0 SAD : Mew rich, Jst-tefis, a - 2 4 3 trIcAb pi rf(o- V 012.9 Pb-S- Q.F,(aZna. G''8 LCl• erovol s"b srtE . t 0t(./ tocitie f kg-A •Pl.*i ) 44M- Ppval PeQo k — 'tom AIr1 (b .. AI.2 11 :st it ee 12o inn IGC Sheet Number(s): C t 1 C 2 G 3 * G (.9 "C oud" at hi ail at of is Ldvn i,icludiitg date of revision alG hy: Entered in Permits Plus on 7i2S \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Plan Check/Permit Number: D04 -410 Overnight Express Steven M. Mullet, Mayor Steve Lancaster, Director Z W 6 U O 0 co w = w 0 u . = • d 1 _w Z = tr O Z f— w O t o O — O I— wW ` O ~ Z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ,Ap 12.E l . 2r5, 200S Plan Check/Permit Number: DO - 4 l c ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # El Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: efX) E'(2. .)CI1J g ASS Project Address: 11231 E. NI�C tJi -( SOUTH Contact Person: L\SA 10,1 IN TE'(Z�vs,cI.re Phone Number: 20 CP (02 )-1 Z2 -I d Summary of Revision: 1 2 'i =V \S 1 O N W' S MAD TO 71-1 E 'A T WA LC_ O - F\ C e "v fl t T 117 N i)U TO ' c W AS E NT Sheet Number(s): _ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: .S- cilf Entered in Permits Plus on `/ -Zs�d \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: M Steven M. Mullet, Mayor Steve Lancaster, Director Cr1 OF TUKIMLA APR 25 2005 PERMITS Z W 6 JU 00 N Co ILI J F— N u- w O 2 gQ — 0 � • w Z = F- O Z I— w • w U � O N O H w w w Z I = 0 z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206- 431 -3665 Web site: http: / /www.ci.tuktvrla.wa.us Date: 0 20CS Plan Check/Permit Number: D04 -410 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner W I ?t. 9.P1 S A A-/-1- `Ci -vm t - i-S § heet Number(s): A2. I / 1 3 I' A U, Z "Cloud" or highlight all areas of revision including date A114-) ofre Received at the City of Tukwila Permit Center by: h><� Or Entered in Permits Plus on°) 0 -6 / 05 \applications \forms - applications on line\revision submittal Created: 8 -I3 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. RECEIVED CITY OF TUKWILA JAN'2E; 205 PERMIT CENTER Project Name: Overnight Express Project Address: 11231 East Marginal Way South Contact Person: Lisa Winterhalter Phone Number: ,/6 " tl0 a , -/- -3 ) 0 Summary of Revision: ,`SFr 1 .`{ 0314. l.ir(UUt' cC44:4.i:A 'aati:tii: z W C QQ 2 w 00 ND w J = � w v_ co = F .w z = H H w ~ w 0 ON 0 I-- wW w z ui 0 0 F- z HOLD HARMLESS - RIGHT OF WAY FROM CITY ATTORNEY APPROVED 2003 PW Director signs • Do Not Record Original to City Clerk DIRECTIONS 1. Read text and modify as needed. 2. Fill in the blanks 3. Insert Exhibit(s) 4. Insert appropriate Notary Page 5. Get notarized signature from Grantor 6. Get PW Director's notarized signature 7. Copy for file 8. Copy for Permittee 9. 'Original to City Clerk 10. Delete this note Page ! of 5 DC�� -Rio Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): Grantor /Borrower: 4 /q / /a�D rive{ S L� Grantee /Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: ow/v. v z e-- -0, v,s 1 123 I YV1.u.r S Abbreviated Work Description: Co n rf e.��tre.1 v l�vA t�►, Cr. ' /< � o� mot/ U UU A4r---- NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page y of 1 .. -1 wft4. tlJ,4 z • 3. Z cc w 6 JU U N 0 J U) � W 0 2 J I ▪ d � W I Z1.. 1-- O Z F - ui U � w oI- w • w L-6 O w z z DATED this I day of J oil , 200 5 r GRANTOR: 'Ar l4 lioU _p/AvG i LGG- a limited liabi 'ty corporation By: Print Na- Th • 710/Ain. Its: eP a, v�- / 7l f1 • STATE OF WASHINGTON COUNTY OF KING On this pi- day of , 2005:, before me a Notary Public in and for the State of Washington, per nally appeared I)A NI 44- . TkM P I (1 N , to me known to be the of T.�V,A *Iry b.., •A' , a limited liability corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. (seal) • C ss. NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: /�v�^ 5 DATED this GRANTEE: CITY of TUKWILA By: Print Name: James Morrow Its: day of - S4vAr CIN STATE OF WASHINGTON COUNTY OF KING Public Works Director , 2005 On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntaryy act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my han•' and official seal the day and year first above written. (seal) :�. LABq My commission expires: Page 4. of 5 • Name: 6 prtC.-- CPstAldAckA NOTARY PUBLIC, in and for the State of Washington, residing at S- L -cam z = z re u-1 .J U. O 0 (0 o co IL J u. I-- ill 0 W I CI I— w Z = z� w • w U � O — O 1- w I— w 0 EXHIBIT A DEPICTION OF WORK LOCATION(S) 2- ck C3 $9 4) WOUVIV-A. Page of 5" . . • • ,otra. THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH T IS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POUCES DESCRIBED HEREIN (S SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICES. AGGREGATE UMrTS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. I r T M � S R TYPE OF INSURANCE POLICY NUMBER POLICY c EFFECTIVE 06/19/2005 Pp T��mmnrYY 06/19/2006 LIMITS EACH ocCURRENCE s 1,000,000 A GENERAL LUIBIUTY CCMMERCJAL GENERAL LIABILITY 05FLS56732 WASHINGTON STOP GAP X DAMAGE TO RENTED PRFMI.SFc e∎ rmvw� n S 10O 000 , I CLAIMS MADE X OCCUR MED DP (Any ntee person) S 5,000 X PERSONAL & ADV INJURY S 1,000 000 GENERAL AGGREGATE S 2,000,000 GEM-AGGREGATE i UMITAPPLIES PER POLICY n n LOC PROOUCTS- COMP/OP AGG S 2,000,000 A AUTOMOBILELIABILrrY ANY AUTO ALL OWNED AUTOS sc 1EDULED AUTOS HIRED AUTOS NON -OWNED AUTOS 05FAS56733 06/19/2005 06/19/2006 COMBMrE)s(NGLELIMIT (Ea accident) s 1,0002000 S X _ X =MY INJURY Mammal) BODILY INJURY (PerasIdene S X PROPERTY DAMAGE (Per accident) S GARAGE UABIUTY ANY AUTO AUTO ONLY- E4 ACCIDENT s OTHER THAN EA ACC S AUTO ONLY: AGG S A EXCESSfJMBREU A uAaLJTY OCCUR E CLAIMS MADE DEDUCTIBLE RETENTION S 10,000 05FLU56734 06/19/2005 06/19/2006 EACH OCCURRENCE s 5,000,000 AGGREGATc S 5 000,000 5 s X s WORKERS COMPENSATION AND EMPLOYERS' IJI181UIY ANY ammwmEMS R E OFFICER/MEMBF.R %CL.UDED? It yes, descrtm under SPECIAL PROVISIONS below ■ * i $ AUG Y 2 L1/UJ O TH. 'E WA rti m: EL EACH ACCIDEN S E.L. DISEASE . EA EhAPLOYEtn S EL DISEASE - POLICY LIMIT S OTHER 1 • Y V. PUBLI W • • KS DESCRIPTION Oe OPERATIONS I LOCATIONS J VEHICLES / EXCLUSIONS .DEED BY ENDORSEMENT J SPECIAL PROVISIONS Re: Overnight Express Building. Replacing waterline and connecting waterline to city water & sewer. JJhere required by contract, City of Tukwila is an additional insured on the General and Auto Liability policies, subject to the terms, conditions, and limitations of said policies and the additional insured endorsements, PRODUCER (907)297-7300 Acordia of Alaska, Inc. A Wells Fargo Company 1500 W. Benson Blvd, Suite 102 Anchorage, AK 99503 i,NSUREC MKM Construction, Inc. 5007 Pacific Highway E Suite 4 Fife, WA 98424 1 1 I a 1 1 = 1C.1~ �� L. 1 O LIABILITY INSURANCE NO. 0 I P. 2/3r "r ."2 /2005 CERTIFICATE HOLDER ACORD 25 (2001108) FAX: (206) 431 -3665 FAX (907)297 - 7363 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS No RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE INSURER A: Alaska National Insurance Co. INSURER B: INSURER C: INSURER D: INSURER E NAIC # CANCELLATION City of Tukwila Public Works Department Lori 6300 South Center Blvd. Ste 100 Tukwila, WA 98188 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCFI t Fn BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WiLL ENDEAVOR TO MAIL 30 LAYS wmrreri NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT Rau RE To MAIL SUCH NOTICE SHALL IMPOSE NO OBUGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE Katherine Martin /XMARTI Doti- 9 ® ACORD CORPORATiON 1988 z ~ • W O 0 o to w -I 1.- U LL W 0 2 < w s W Z = z0 uJ U � (0_ 0 1- W H -- W U = 0 Z 4 AUG, 2. 2005 4:17PM ACORDIA NU, U04/ Y. 3/J ACORD 25 (2001/08) IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s), If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. AUG. 2. 2005 4:16PM ACORDIA NO. 0047 P. 1/3 cot hia Jessica Viertel ACORDIA. OF ALASKA, INC. jessica viertel @acordia.com A Wells Fargo Company 907 - 297 -7312 1500 W. Benson Boulevard, Suite 102 Anchorage, AK 99503 Phone: 907 -297 -7300 Fax: 907- 297 -7363 To: Eric Company: IVIKM Construction, Inc. Facsimile: (253)922 - 7183 Pages: 3 (Including Cover Page) Date: 8/2/2005 Subject Certificate of Insurance for City of Tukwila The information contained in the facsimile is confidential information intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient; you are hereby notified that any dissemination, distribution or copy of this transmission is strictly prohibited If you have received this communication in error, please notify the sender by telephone call and return the original message to its at the address above via United States mail. Thank you. Good Afternoon Eric: Pursuant to your faxed request, the following is the Certificate of Insurance for the City of Tukwila If you need the Certificate revised, please do not hesitate to contact me. I will be happy to help. Please give Patti my thanks for all her help this afternoon! She is wonderful! The originals are in the mail. The City of Tukwila is being iced under this same cover page Have a fabulous day! Thank you, Jessica CC: City of Tukwila Attn: Lori (Lori, thank you for your help on this too. Fax: 206 -431 -3665 ACORD_ CERTIFICATE OF LIABILITY INSURANCE OP ID DD 8$ACO -1 DATE(MM/DD/YYYY) 08/01/05 - TYPE OF INSURANCE PRODUCER Lova ted- Worthington LLC p . o . Sox 625 Bothell WA 98041 Phone: 425- 486 -1291 Fax :425- 486 -6140 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # INSURED Seattle Construction Services, Inc; Sea Con LLC 165 NS Juniper St, Ste 100 Issaquah WA 98027 INSURER A: Steadfast Iauurana• eaiyaay GENERAL LIABILITY INSURERS; American States Insurance 09/01/04 INSURER C: RSUI Indemnity y Q)C^I°8� EACH OCCURRENCE /C � INSURER O; f164r - INSURER E; pR M NE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR TUKWILA MAY PERTAIN, NE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH PUBLIC WORKS POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ( LTR INSRC INSRC - TYPE OF INSURANCE POLICY NUMBER ��TT��VV -POLICY (MM /DD/YY) TTiI P DA��MWDD pp A /YY) LIMITS A X GENERAL LIABILITY SCO5087184 -00 09/01/04 09/01/05 EACH OCCURRENCE S 1,000,000 X COMMERCIAL GENERAL LIABILITY pR M s50,000 X X I CLAIMS MADE X OCCUR MED EX? (Any one person) $ Excluded Stop Gap Per Project Aggr . PERSONAL 8 ADV INJURY S 1,000,000 GENERAL AGGREGATE $2,000,000 S 2,000 000 GEN'L AGGREGATE LIMIT APPLIES PER -I POLICY (i je 7 LOC PRODUCTS - COMP /OP AGG $ AUTOMOBILE X X LIABILITY ANY AUTO ALL OWNED AUTOS 01CG408720 -2 _ , -, 09/01/04 - -- - - 09/01/05 -• -- COMBINE D SINGLE LIMIT (Ea "" ° " 1) s j OOO O 0 0 r , BODILY INJURY (Per person) S __ -_, - ,,- ..- SCHEDULED AUTOS HIRED AUTOS Post -It° Fa We 71 Date a of pi pages - BODILY INJURY (Per accident) X NON -OWNED AUTOS ±- TO o�z�r�r 4 ; ! l:C_- Fro e - ice. PROPERTY DAMAGE (Per accident) S ' ' / 1 CoJ pt. ."1. � ` � ;� < - • .<l /zZ i / LIABILITY (/ Phone #i Phone # AUTO ONLY - EA ACCIDENT S ANY AUTO FSx H , cal' _ /..,v... a5 /e�v Fax V OTHER THAN EA ACC S AUTO ONLY; AGG S A EXCESS /UMBRELLA LIABI EACH OCCURRENCE S 5,000 , 000 E OCCUR 7 CLAIMS MADE NHA212523 09/03/04 09/01/05 AGGREGATE 55 000,000 s _ X DEDUCTIBLE RETENTION S 10 , 000 S S WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? I de5wibe under SP ECIAL PROVISIONS below WC S(ATU- TORY LIMITS OrH- ER EL. EACH ACCIDENT t E.L. DISEASE - EA EMPLOYEE 5 E.L. DISEASE - POLICY LIMIT S OTHER B Leased /Rented 01CG408720 -2 09/01/04 09/01/05 Limit $115,000 Ded $250 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS a Project - Overnight Express *+e' Certificate holder is additional insured per form USC282 as respects the above project b O9 4!o AUG -01 -2005 MON 01:32 PM LOVSTED WORTHINGTON COVERAGES CERTIFICATE HOLD City of Tukwila Dept. of Community Development Joanna Spencer 6300 Southcenter Blvd. Ste #100 Tukwila WA 98188 ACOI tD 25 (2001108) ��ir ..t�.r,'iY�+w' psio n?uw+'x'ce, w,. - ,, emlv!∎. r wrn» ^*r.:zra;+M•i«n- >.n,„�•:- ..,. .. CITYOFT CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHOR FAX NO, 425 486 6140 P, 01 ACORD CORPORATION 1988 Policy No, Eff. Date of Pol. Exp. Date of Pol. Eft Date of End. Producer Add'l Prem. Return Prem. SCO 5087154 00 09/01/2004 09/012005 09/01/2004 02105000 --- -- AUG -01 -2005 HON 01:33 PM LOVSTED WORTHINGTON Endorsement # 20 Additional Insured - Owners (Automatic Status per Contract) Z H Z �w QQ 5 J U O to 0 w J = W O 2 27 g Q rn _ l - w Z Z l- O w ~ U� O 52 � 1- w t- This insurance does not apply to: u- O "Bodily injury"' "property damage", "personal injury" or "advertising injury" arising out of the rendering of, or the failure to . Z render, any professional architectural, engineering or surveying services, including: U I. The preparing, approving, or failing to prepare or approve, maps, shop drawings, opinions, reports, surveys, field orders, ~ t-- change orders or drawings and specifications; and Z 2. Supervisory, inspection, architectural or engineering activities. Named Insured and Mailing Address: SEA CON, LLC 165 NE JUNIPER ST, SUITE 100 ISSAQUAH, WA 98027-2518 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. This endorsement modifies insurance provided under the: Commercial General Liability Coverage Part Products- Completed Operations Liability Coverage Part A. Who is an Insured (Section l2) is amended to include as an insured any person or organization for whom you are performing operations when you and such person have agreed in writing in a contract or ageement that such person or organization be added as an additional insured on your policy. Such person or organization is an additional insured only with respect to liability arising out of your ongoing operations performed for that insured. A person's or organization's status as an insured under this endorsement ends when your operations for that insured•are completed. B. With respect to the insurance afforded these additional insureds, the following additional exclusion applies: Signed by: Authorized Representative Producer FAX NO, 425 486 6140 P. 02 ZURICH Date: September :;(1,20 U- SC -282.■ Cut (7/98) Page 1of1 NOU -15 -2004 12 :23 F625- 052.000 (5197) fICUISCGaSabbefttIonallolintliramlorat SEH (_.UN " 1 � REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST= ..:.•.# :EXP' DATE CCO'1' SEACOL *.01287 •'08/01/2006 EFFECTIVE 'DATE • '12/27/1999 SEA CON LLC 165 NE JUNIPER ST STE 100 ISSAQUAH WA 98027 Detach And Displuy Certilic..u. Mmr....er..r.r . rr... c:a.a , I REGISTERED AS PROVIDED BY LAW AS CONST.•:CONT GENERAL REGIST. # EXP. DATE CCO1 SEACOL *012R7 08/01/2006 EFFECTIVE DATE 12/27/1999 . SEA CON LLC• : 165 NE JUNIPER ST STE 100 ISSAQUAH WA 98027' L $i,;ilatufC h.ur�l by DEPARTMENT OF LABOR AND INDUSTRIES `-IGJOJ r 1JOJ r . ul/ YJl REC CITY OF TU I E (WILA NOV 1 6 PERMIT CENTER Please .Remove And Sign Identification Card Before Placing In Billfold I i wipmpotesopoo • s , t I 0.) 1,„u dm— m r rn z z cK) 71111M11 IMMS 41 0 fri k 1 ;; 2 m � b o II it II II II I , I II CT 13' -O' 16) II I, ( Ivrea i,''e 0 P44 glAt W 0 (m) EP O It' -0' 20' -0' 20' -0' ,9 0 (0) 0 0 h Q o O O 80' -m' Q O 103' -m' (0) 0 0 mEi 0 OVERNITE TRANSPORTATION • SHOP BUILDING REMODEL 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 0 Q o 3T-b' 0 r r -- 0 1. �. �1. L) J, I 1.+ I ,, 0 i T A g C1 r v r L . J 1_ 0 oa .�c I' 0' cs/ 0 4. 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OVER Mill HSS PER ELEVADON USE %MASERS • NIS SEE (NO SDE PL) O SK FACE OF WILL IION-SFRMC sAOU1 El SCALE: OEM PER aIVATaN TOP OF TO HSS > 316 V WT 5x11x0' -6' TOP • 80T. w/ (4) 3/4' 0 A325 BOLTS 3/16 1 1/21 W 1x1 MI OND 1.I 1.1 1/2' GIP 1e1 151 I.. lei T BEAM TO COLUMN CONN. HSS COLLIN POE PL* I� AlkiPMANIM PLAN DETAIL C —C 1 HSS PER PLAN 1- 1/2' =1 1 1 �f s wt ~ � r i L +• a, ? ` `. ',j it - 7 - Lt - o5 FE1P.PE5 -'9 O7 0 p pcxL4Lo 8 a P K 1 f1 :inCHITEC1UFi;:I �R =1r rS 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 ItliSEUELDEBGE 112 OLDS STATION RD. SUITE 8 WENATCHEE. WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 C') Caf) W CC w 0 cnz ais oQo w � J � a z� = o or ' R J r m 2� J Z ;=5 ow, W u) M N T O TYPICAL. SAY COLUM 4 CONNECTION SCHEDULE BEM SUE ND MD SIZE �C1 SNEAK PLATE � tt7 tEMlE NMI o 110 (2) 3/4'9 3/8' 5/16' i. Ail B01]5 N CONNECTIONS SHAM BE Ad1Y A325K U.N.Q 2. TIE TAKE APPLES TO 11.1 COISIECTIONS, OiE 1 112 & W14 (3) 3/4 3/8* 5/16' 116 (4) 7/8'I 3/8' 5/16' 118 ,, (5) 7/r• 3/8' 5/16. 121 (6) 7/8 5/16' 124 (7) 7/8"6 3 / 8 ' 5 121 (8) 7/8 3,/8 5/16' 1BD S 6133 (9) 7/r• 7/16' 3 ' PORDON OF BUIDING TO RE1MN P PLAN r e PORTAL FRAME ELEVATION sue MEW STEEL PO FialME O O ift=r-e" PORTION OF BuRI NG TO BE =MD D 1 4 . ;1 . -. r MI W12 COLUMN FOR POEM FRAME PER RV. Bla GOUGE WEB RI UP 1/4' OOIER Pt.. EXtEND TOP PL TO IIATCH MICIOESS OF N1. FUME & 1H OF COL ��s /1e n ' 5/16' DOUBLER PL COMITY 10l0 MATCH O RANGE DIMNESS e�ac R. 3/16 V TYP. BEAM TO COL. CONN. SCHED. r. 6 • SECTION A -A • • • REIIONE IUD EKING t W OIL OILY, BACK GOUGE, & ADD 5/16' FILLET WELD AS SCION. COPE eli. my RANGE & GM WEIS RAT SEE B/S3.2 SID mss on. DOT. RAGE ONLY v _ 5 / 1 6 V ■ COI. PER PIM TYP. MOMENT FRAME CONN. (0MRF) 0 TOP OF COLUMN Mb 5 16 5 16 516 SEE 0/S3.2 FOR SMEAR PL COIN. DIES. w BUM PER PUN /NIDE moo N.T.S. BVE1. PER WS D1.1 Z 3/8' IN. RADNUS tbf - DIMNESS OF BEAN RACE X= 3 /4tbfTO11 /2tit Y = 3/4 tbf TO tbf (3/4' UIiL) Z = 3 tbf t 1/2' WELD ACCESS HOLE BOT. FLANGE SIMILAR) AIL WELD ACCESS HOLES SIWI MEET THE OIENSNONM., SURFACE FLASH, NO TESTING REQUIREMENTS OF MSC UtFD SPECIFICATION SECTION J1 /6 MD A1S 01.1 -96, SECTION 5.17.1 N.T.S. • t- 41. * IN L • E 7 - rn rEk .. a=-S0' -11107 I ATn F OFFICE 603 STEWART STREET SUITE 707 SEATTLE, WASi•1CTON 96101 (206) 624 - 3210 FAX 624 - 3243 112 OLDS STATION RD. SUITE B VENATCIEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 VJ VJ W � JQ Wcn � o Qp X wi W c r Q = pm. z�a CO CI CC CD 5 2 n O Q Y Z ix: I W W ` N BLS V • MUM IAN scam Mb Ill •M. 1 orb (rnc a IL) TYP. EXT. CMU WALL SCALE WOOD BEAM TO COL. END CONN. WES KR ARM BEAM KR RIM ATAaI MTG. RI Fps W/ is sues • ac. tit PMMB EDGES • 12" O.C. INIENIONIE Sty 7/16 IPA NED awn SKEIN IIIDIE SiID 11111 ODES N COB • SEM CONDOM SOIL 1' MIL • Ca. • BOLTS SLIME PER ARCH PL 6'x1 /4'0-6' EA SIDE IV/(2) 3/4"0 BOLTS W/ BIC PL rx5/8%0"- 5-1/4 3/16 V 3 16 HSS COL PER PUN TYPICAL EXTERIOR WALL CURB FOUNDATION BEAM PER PUN t MOW SYSTEM PER ARCH. OR NIL ATTACHMENT PER G/SS.1 ten. ors. L TO *UCH SIZE a SPoc. OF vote u au � Ras. (Kr. eoo N FTC.) SUB ON GRADE & RONF. KR PUN ROOF' SEAMING PER vow SRL PER ROOF JM ROOF FRAMING - JOISTS PERP. i 5162 43 • 24 O.C. FOUNDABON PER OEM B/S5.1 ( 2) is CONT. 3/4' =1' -0' SIPS011 AT NOR OR EOUNIIBR 6001125-043 r/ f 10 sans R1 �M • 1f 0.C.„ =GERD A (1) is SCAB EA. SIDE OF lira TO EL SRO 3 /4' =1 3/4= a wr SCALE Pt. 8'x1/4 x1' -2' 11//(4) 3/4'4 BOLTS HSS COL. PER PUN WI BY O1E RS 8' FIN. On. GRADE OR TOP OF CONC. WIIU( PER Net �tatm DRAIN PIPE a ME-DRAWING 11•40111. SOILS REPORT 2910 GIP BAG. Pl.. 5-1/4'15/8%1Y-r-0' 2'CIR. j PER PUN WOOD BEAM TO COL. INTERIOR SLAB EDGE ( / CONT. 15 cart. Jr TYP. EDGE OF FOUNDATION COL COL • BEM JONT • 2'-0' • 24' O.C. SLAB ON GM 0 RED. KR PUN SUBGRAOE PER SOILS DIGR. RECOMMENDATIONS w � onoo na�n 0011I SUS mss A 1P OF CAVE 11/11 PER OELIL A� SI.t �T SS EDGE OF FOIIOAIOI 3/4' =1'-0' 3/4' =1'-0' 3/4•=1'-Q' is saes • r O.C.FA. SR OF MSS SCALE: SECTION A -A r SECTION B -B HSS COL. 0 EXT. CMU WALL 7/16' OSB WI ATTACHMENT TO FRANC KR DE:TAI J/55.1 PRECAST WILL CAP PER ARCH T.O. Wl BALL � B.O. 01'gG. PER ARCH. METAL STUD WALL TO TOP OF CMU WALL SCALE: 0.1450 PIIF • 12 0.C. (HUTI X-ON OR EQLW.) CONT. HOW. ROW. PAST HSS COL REMOVE FACE WELL NEW TO EXIST. SLAB 6005162 -043 • 2 O.C. 3/4' =1'-0' 600T150 -043 1/18 x1 -5/8' SCREW • 6'O.C.• CI. TO2x6 P.T. 2x6 OONT. W/ 5/8'0 L BOIJS • 2'-0' O.C. 2 1/2' FURRING STUDS PER ANDN. 1- 1/2' =1'- O' ANCHOR BOLT SHEARWALL SCALE: SI#ARWAN.L PER PLAN W/ 7/16' 0.S.1 ONE SIDE W /j8 SCRIMS •3'aG • ALL PIMIEL EDGES, (BLOCKED)••12'O.C.• INIERMEDNUE SilOS sEARwl EDGE sates TYP. CONT. FTG. 0 INT. SHEAR WALLS all SRO HEARWALL HOEDOWN MALI. STUD .. • • A H cTR. ON MI SHEARWALL A.B. PER H /S5.1 "Al on Emir 41w ∎Rioam 11 - WW1. 4"4 5C16115 IN EACH Fl/AGE STUD BLOCKING INSIDE WU TRACK (THICKNESS EQUAL TO OR GREATER THAN HALL STUD) MEE AT SHEAR WALL WIDOW LOCATIONS, FOOTwG DEPTH SHALL BE SUFHaeir TO PR MOE 3' MIN COMER AT BOTTOM OF ANCHOR BOLTS. r ._�,w . 1 . t 8 SCREWS AT EACH RACE • 3625162 -043 • 2'-0' O.C. SLAB ON GRAM A PER PUN ( /4 CONT. Bo Cr sou IINI._ S110 • END OF HOMO PER (SI1'S M ' 14 UM.) SIMPSON 6 MCHOR BOLT sue ON sR4E t nos RED RUDE PER • 3/4" = -0' 3/4' =1 3/4 =1 - O . Qt %J. F a �.t • .4 • ■101 .s ),k& •• 7 -L? -0 l .xPMEso7 -'1)07 n S 8 1 ig 0 Is Deus SUE T WSW AS NOM ta: NUB a g .0401G"' S5.1 603 STEWART STREET SUITE 707 SEATTLE WASHINGTON 96101 (206) 624 - 3210 FAX 624 - 3243 al 112 OLDS STATION RD. SUITE B I ENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 GENERAL NOTES • I. THE APPROVED PLANS SHALL NOT BE CHANGED OR ALTERED WITHOUT AUTHORISATION FROM THE BUILDING OFFICIAL. THE APPROVED PLANS ARE REQUIRED TO BE ON THE JOB SITE 2 CONTRACTOR SHALL VERIFI AND CHECK ALL CONDITIONS AND DIMENSIONS AT NE BUILDING. REPORT ANY INCONSISTENCIES TO THE ARCHITECT 3. ALL WORK SHALL MEET LOCAL CODES AND ORDINANCES. 4. ALL NAILING SHALL COMPLY WITH NAILING* SCHEDULE OF UBC 5. COMPLIANCE CARD TO BE POSTED VERIFYING INSULATION INSTALLED IN WALLS, CEILINGS AND FLOOR'S (IF REQUIRED) b. PROVIDE METAL NAIL STOPPERS TO COVER HOLES IN STUDS WHERE NAILS COULD PUNCTURE PLUMBING AND WIRING 1. MAINTAIN 3' MIN. CLEARANCE BET1tEEN CEILING FIXTURES AND INSULATION 8. ALL WOOD COMING IN CONTACT W/ CONC. 51 -WALL BE PRESSURE TREATED (DECAY RESISTANT). 9. CONTRACTOR DESIGNED ELECTRICAL. SUBMIT TO APPROPRIATE AUTHORITY FOR PERMIT. 10. CONTRACTOR DESIGNED MECHANICAL. SUBMIT TO BUILDING DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED II. SERVICE WATER PIPES TO BE INSULATED TO MIN. R8 IN WNEATED SPACES. 12. METAL DUCTS TO BE INSULATED AND JOINTS TO BE TAPEP. 13. BATT INSULATION SHALL HAVE ALL TEARS AND JOINTS SEALED WIN TAPE 14. WALLS TO BE FIRE STOPPED AS REQUIRED 15. ALL INTERIOR WALLS ATTACHED TO EXISTING SUSPENDED CEILING SYSTEM TO MEET THE REQ'S OF CURRENT BUILDING CODES 6. ANT LIGHT WITHIN I5 -0' OF A WINDOW MUST BE SWITCHED SEPARATELY PER WSEC Il. F ANY ERRORS, OMISSIONS OR INCONSISTENCIES APPEAR IN NE DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS, NE CONTRACTOR SHALL NOTIFY THE O11NER OR ARCHITECT IN WRITING* OF SUCH OMISSIONS, ERROR OR INCONSISTENCIES BEFORE PROCEEDNG WITH THE Lkk2 OR ACCEPT FULL RESPONSIBILITY FOR COSTS TO RECTIFY SAME. 18. CONTRACTOR SHALL VERIFY CONDITIONS OF EXISTING SUBSTRATE TO RECEIVE NEW FINISHES MD SHALL BE RESPONSIBLE FOR PREPARING THEM TO RECEIVE NEW FINISHES. 19. TYPICAL DETAILS OR BUILDING STANDARD SHALL APPLY ttJI-ERE NO SPECIFIC DETAILS ARE GIVEN. 20. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE S1401W ON PLANS ELEVATIONS. SECTIONS AND DETAILS, 21. ALL EXIT DOORS TO BE OPERABLE FROM INSIDE NE BUILDING WITHOUT KEYS OR SPECIAL KNOWLEDGE. 22. WORK RELATED TO T1415 PROJECT REQUIRI■G* COORDINATION SHALL BE INCLUDED ►1- THIS PROJECT BY THE GENERAL CONTRACTOR FOR BIDDING AND CONTRACTUAL 23. PRE EXTINGUISHERS SHALL BE PROVIDED PER N'PA 90, OR REG lI1T5 OF LOCAL FIRE OFFICIALS. 24. ALL INTERIOR WALL COVERING MATERIALS 514ALL BE FIRE RESISTIVE OR SHALL BE TREATED TO EE FIRE RESISTIVE, 50 AS TO RESULT IN A FLAME SPREAD RATING CF AT LEAST CLASS III FOR GDERAL AREAS AND CLASS II FOR EXIT WAYS. DELIVER CERTIFICATE TO LOCAL FIRE DEPARTMENT AS REQ'D. 25. ALL EQUALS TO BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO C CNSTRUCTIONI. 26. BIDDER DESIGN WORK TO HE APPROVED BY ARCHITECT PRIOR TO GONSTRUCTION. 21. PB*EiRATIONS IN WALLS REQUIRING PROTECTED OPENINGS, ARE TO HE FIRE STOPPED AS REQUIRED 28. COORDINATE WITH OIINER FOR LOCATION OF ELECTRICAL, MECHANICAL, AND WALL SCHEDULE PRECAST =Pc CAP - RARING •24' ac SET 4'F i....- BA:" NSu ATE 18. 6' Ihrl. 1P • b' cc ABOfE 5L..'GEAD e p I1AL. r'M•LFAC".JRER 'ANC 2 •' !" :. rtIRRP46 • :4' oc SET 4' irw4►. RI.. •Cs+' BAT! N51LAT.' 0 to /AMR EsJAPRez OK CJACE SCE NEIL 3 :' " 41 •1. PlleXlE MALL • Re oc fir Sir GOB fro} SCE 6' *•TL Sl Db AT °LJ15146 - • !c BAITS AT IIIIESTROOPIS NEil A.. PER "ET.k. dIILrJ• `1.111111FACTURER dip OWL. FACED bor £x Is- iiA►i wER P1ET AL ENILDINIS wearacouren • LICS NICEC Si/Jr MAL A6 BUILDING TENANT: PROJECT ADDRESS: TAX PARCEL NUMBER: GOVERNING BUILDING CODE: GOVERNING ZONING CODE: IUILDNG STATISTICS CONSTRUCTION TYPE: OCCUPANCY TYPE: NO SEPARATION BETILEETI 5-1 AND B OCCUPANCIES PER IBC SECTION 302.3J THE TYPE CONSTRUCTION FOR NE BUILDING SHALL BE DETERMINED BY APPLYI•iG THE HEIGHT AND AREA LIMITATIONS FOR EACH OF THE APPLICABLE OCCUPANCIES TO THE ENTIRE BUILDING. THE MOST RESTRICTIVE TYPE OF CONSTRUCTION SI4ALL APPLY TO THE ENTIRE BUILDING ALLOWABLE AREA TYPE B = 9000 SO FT ALLOWABLE AREA TYPE 5 -I = 9000 5Q FT DernigtiggigiartAigatk UNDER THIS PBWM1T EX. REPAIR 544OP Neu OFFICE ADDITION TOTAL NEDREMOCELED FLOOR AREA 3463 SQ FT. TOTAL 142 SO FT. ZONE: SITE AREA P4RKINCs DOOR SCHEDULE EX. REPAIR SHOP EXISTING OFFICE EXISTING STORAGE P EZZ,ANINE EXISTING STORAGE BLDG EXISTING COVERED TRUCK WASH TOTAL E)C FLOOR AREA OFFICE MEZZANINE EXISTING STORAGE BLDG EXISTING COAXED TRUCK WASH TOTAL FLOOR AREA DEMOLISHED Exer,6 DOOR TD * nt& OVERNITE EXPRESS TUKWILA, WASHINGTON SITE AND BUILDING INFO. OVERNIGHT EXPRESS 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 1023049059 2003 INTERNATIONAL BUILDING CODE W/ WA. STATE AMENDMENTS CITY OF TUKWILA ZONING CODE V -B SPRINKLED 5 -I (MOTOR VEHICLE REPAIR) B (ACCESSORY OFFICE) 4122 50 FT 413 5Q FT 41350 FT 225 SO FT 660 5Q FT 6,433 SQ FT. 413 SO FT. 413 SQ FT. 225 50 FT 6605QFT SOFT. I- INDUSTRIAL 261360 5Q. FT. (6 ACRES) PER KM CO. ASSESSOR RECORDS 55 EXISTING (ON SITE). NO 04ANGE 3 feu STANDARD 2,i BARRER FREE TOTAL. I60 STALLS GLASS B R`' DOUR it 4.J'' FR. WL P'R ADE KEN"PG PER OMER ihEATIGNSTRP r4NC PANG kAIRDIAARE AS REG Wei 3 _ IT _e 5WD =IRE c...Fs+ PAIEL` ODOQ DOOR Or VANED 144156+ •MC r APCM .+d"'. Rp,rE. j°ROvCE pRiwC'` .,Of.7C5 A' RE•TmOol5 Are xfozs AT CPSCE AND TOCt. srORA E CrICPt 3 -•aal • P46LATED MAL DOOR w me* - 0 .11E PONCE 1 14 1 41ESCUO CLOl3ER ANC ..✓000■46 PER oggER ENERGY CODE REQ. GOVERNING ENERGY CODE: 2001 WSEC PRESCRIPTIVE PAIN CLIMATE ZONE OFFICE SPACE TYPE NEAT IS GAS FORCED AIR VEI4ICLE REPAIR SPACE 15 NON HEATED WiF2EEZE PROTECTION, GAS WIT HEATERS nQUIRED INSULATION VALUES: ROOF (NO ATTIC) OPAQUE WALLS SLAB -ON -GRADE U vALUES: OPAQUE DOORS VERTICAL GLAZING MAXIMUM SHGC GLAZING CALCULATIONS (HEATED AREAS) TOTAL HEATED FLOOR AREA GLAZING AREA WALL AREA L ALL FACED BAITS TO BE TAPED TO PROVIDE • • VAPOR BARRIER 2. ALL VAPOR RETARDERS TO BE INSTALLED ON WARM SIDE OF INSUL. 3. PROVIDE SEALING, CAULKING AND GASKET AS REQ_ BY NREC SEE GENERAL NOTES FOR ADDITIONAL INFO. 4. INSTALL IiEATHER STRIPPING AS REQ • ALL EXTERIOR PENETRATIONS WINDOWS AND DOORS. SYMBOLS NO SCALE SECTION OR DETAIL NJERS DRAWING: to-ERE SECTION OR DETAIL IS DRAIN HUILDN G SECTION WALL SECTION DETAIL - SECTION OR TARGET GRID LINES - COLUMN taoorr NAME/NUMBER RRE ocr1PCIUISHER ILL Ls T! 4ATED EXIT SIGN ARROW INDICATES DIRECTION Mew DUPLEX OUTLET / 4 PLED( (D DENOTES DEDICATED) NEW TELEPHONE AND DATA JACK DOOR NJ" BER - SEE DOOR SC44EDULE FOR TYPE AND S4ZE R -2I R -II R -I0 U -060 U -060 U -065 VICINITY MAP a • LEGAL DESCRIPTION 102304 55 PORTION GL I LY ILLY OF E MARGINAL WAY LESS CITY OF SEATTLE TRANS LN R/W LESS BEGS 00 -32 -40 W 63635 FT FR NW COR GL I THENCE S 88 -51 -20 E PLW N LNTHOF 208.19 FT TO TRUE POINT OF BEGINNING THENCE N69- 41-1- E 514 FT M/L TO LILY LN E MARGINAL WAY THENCE 5 16 - 48 - 50 ALONG SAID LINE TO DUWAMISH RIVER THENCE WLY ALONG SAID RIVER TAP BEARING 520-12-50 E FR TRUE POINT OF BEGINNING THENCE N 20- 12 -50W TP TRUE POINT OF BEGINNING D x+0 COVER AND DATA SHEET CML C -! UTILITIES PLAN ITECTIi?AL ALI ARCHITECTURAL SITE PLAN A2.1 43J 44.1 44.1 FLOOR AND REFLECTED CEILING PLANS, DETAILS EXTERIOR ELEVATIONS BUILDING SECTIONS WALL SECTIONS AND DETAILS $aals 50.1 FOINDATION AND ROOF FRAMING PLAN S2J NOTES AND DETAILS S5 DETAILS (NOT NCLLDED N REYI5ICN TO PE411T SET) E - ROOF FRAMNG PLAN E -2 51 FRAMING E -3 51 FRAMING E -4 SIDEWALL/ETNDWALL FRAMING F - ANCI -IOR BOLT SETTING* PLAN F -2 DETAILS 1 t ::- 7'1 d iall be mode to the scope •=111C : :thout prior approval of 'ices : ".3 Building Division. t r uJe a rev plan �.brnl:tal 2d, addi tional plan revi. PROJECT TEAM 'TENANT: OvER'NK*i4T EXPRESS 11231 EAST MARGINAL WAY SOUTH TLIQ:IILA. WASHINGTON EULDNG BATAVIA HOLDING LLC 1805 5EV81T14 AVEl4E '1002 SEATTLE, WASHINGTON 98101 A CIV CT F'WCJB CROUP, PS 603 STEIWART ST.. SUITE 101 SEATTLE. ETON 98101 (206) 624 -3210 511RJCIIRAL ENGINEEft EXEL.TEQ4 66 SECOND AN84E 6 660 SEATTLE W.15i4INGTON 98104 (20e) 623 -9646 CivL WARNER ENG,e1RNG 2 AN A rsttE Pa; 4+-5 GIG mAFSO R WASH *6TON t 253 ; 858 -8ET' CER& COORACTOM rry I65J4'ER ' .aw 14.45.4iNGTOP4 (425. 83' S P;01 REVIEWED FOR CODE COMPLIANCE d000 /umr ) AUG - 2 2005 kJ& City Of Tukwila BUILDING DIVISION DEFERRED SUBMITTALS - Sam B~ Eafah 1 EEC mac:- :ON' - OR - WEIM'?E:? Bp masts BALD :.' vvepiG- - SitirryW 5` : DA.= o. e# , CO►"'RAC'ORR Mai tallow appro.,' k oubjsct to ewers and ornksionir Boyd of oxistruction dazonwits does not the Moon of arN Moped code or ordinance. of approved Field C o p y , Qondlions Is ackr L• Doi -41D My critical' BUIIDIN DIVISION 7. 0 ARCHITECTURAL GROUP P.S. SEATTLE OFFICE • • FA • r. ' WENA TCHEE OFFICE \ REGISTERED .ITE T f � G . aE PE RCIC" CST .x a'= Na.: -: JE I- - o 111 0 > -o o < i- w J Z �Q = {D z w z ".. Q Ei cc ..r 'Q CD o <D = W I- M N T T A0.1 A amcE .cortpm MVO:" [� 0111 MI 1. 111..) DAY .'7BF1EC 1 I� • q 0 • .. I . s y MP". 07/18/2005 15:54 FAX 2539227183 ?IKM Construction Inc Oilaim mu. • 5. H l2th St. JUL-18-29135 16415 rn 2539Q'7183 4 CD1.1TRAC 5HILL Coolu3 IN MN° TRAFFI CAONnio4 PLJWS 1 -‘) ITN 50(000b TPA19s r'f cDt- r'RCs)ANL 12 Su6Mr R4gt/s i'c P-»'s 7D Pu4L1c io.QKS pt REv/6i4) Alvts APPX0 70 kL/oiO c47A)F:/cT u,i7i O"AjO i;QiM)s, r PtodEeT TR#F,cfC co»7o. 5/0446,6: • 0002 SECO Ak. sa 1045 I AO Stoks • • o tioq Sly% Jo/ z/L Z _10 2036 i9Z12ME5Z nuT TTnT1:n.T 1 CTTn'1 rtvm '1S u.IZ1 i 'S MINIM minim 59 :91 -61- t wa► t'OT 1770re7 VV.? fie' eT CAA7 /AT / ! n ammo 0 I (PARCEL 111023049059 -- 6 AC) 102304 59 PORTION GL 1 LY WL.Y OF E MARGINAL WAY LESS CITY OF SEATTLE TRANS LN R/Nf LESS BEGS 00 -32 -40 W 636.35 FT FR NW COR GL 1 THENCE S 88 -51 -20 E PLW N LNTHOF 208.79 FT TO TRUE POINT OF BEGINING THENCE N69 -47 -10 E 514 FT MA TO WLY LN E MARGINAL WAY THENCE S 16 -48 -50 E ALONG SAID UNE TO DUWAMISH RIVER THENCE WLY ALONG SAID RIVER TAP BEARING S20 -12 -50 E FR TRUE POINT OF BEGINING THENCE N 20-12-5M TO TRUE POINT OF BEGINING M • 7 i \ y` ' • - -. _ _ -- -- 4 - `�� --�- �`_ _ t i t •� c i t 1 --. \ \, \ \::. 1 •: t ` • a 1 N VICINITY MAP 41 -_ EMU orroclassion !!!! ilgn p Iunrnum II1 .r-r -- rr - PROJECT AREA r- • yFy ;� • / I . • r -.1011=•._ OVERALL SITE PLAN SCALE: 1=1OO' PROJECT SITE 11231 E MARGINAL WAY S TUKWILA, WA PROPERTY OWNER: BATAVIA HOLDING, LLC. 1809 SEVENTH AVENUE #1002 SEATTLE, WA 98101 • 1 C .a NW 1/4 OF SECTION 10, TOWNSHIP 23, RANGE 4, W.M. OIL /WATER SEPARATOR PLAN 1 • • . I • OVERNIGHT EXPRESS • c 70. 000° oQ oQ - 2 'L IS FUR COCAL410 ptim review apprvial is subled to errors and minions. the violation of am adopted a3de or ordinance. IWeapt d aPP°"ed Reid Copy and ge4, Gµ - • ors � BUILDING DIVISION of wort withal* prior ;-:. ' c; T.. T.:itwfia Building Rev 5.I wiI ire are... p:.5. and -b} exs e aldbonal re ' €" fps. • TO FEMA s7 TL4IS PE !T t. EX ST?I'!G 2 T ST &I_L5 TO �►• OI(J WATER SEPARATOR SIZING; WATER INFLOW: 10 GPM (SINGLE GARDEN HOSE RATE) RETENTION TIME REQUIRED - 45 Mk MINIMUM VOLUME REQUIRED = 1OGPY x 45MIN = 450 GAL IADLUME PROVIDED = 600 GAL (MIINUM ALLOWED) USE HANSON PIPE AND PRODUCT 01UWATER SEPARATOR MODEL 577-S etc AIN c& isT7 - 5 2720 £A0• LIFT ANC140, —� eAI • c E.ti 5e — SCALE TO PSMAN USE 24•0 ACCESS RISER (COVER NO Q-R) S 2 KCES5 mitt- : A TE 'IOW- Js► Mix416+tr9v A illr■Rligr 40111motootors w __ LOCATE EX. TRENCH DRAINS PIPE. ROUTE & CONNECT TRENCH DRAINS (WASH BAY SUMP FLOWS) TO OIL/WATER SEPARATOR TC ` 'WATER SEPARATOR RIM =19.8±(MATCH EX. GRADE) IEON) =15.60 IE(OUT)15.35 -SEE NOTE 3 • **RS 1 'r Wet INVOL E r, 1 0 SCALE: 1" = 40' --0" r 225 111-011-04511111111.0n gab 40 • ti • 1 59• ' F.v. 80 OIL WATER SEPARATOR OR 20 0 GPM AT 30.0 GPM ROW RATE AT 31T IA Ammon 4suit. RETB TE now_ MI CAPACITY AT r-9' U0lAQ DEPTH 6 2 NOTES. \ /E :?; E)< 2.:T Tl. • ek - :1)1 -, » 1 1 , • -_ i s o, Vtravi 0 tit4 Ii �a fi r Ir+ 1•'• 1 1 i _). 1 l 1. REMOVE EX. SEWER STUB AND CONNECT TO EX. SEWER MAIN IN MARGINAL WAY S. - REUSE EX. TEE ON MAIN F POSSE. INSTALL NEW SLOE SEWER AS DEEP AS POSSIBLE 0 RAN. SLOPE (1,4 FROM SEWER MAIN TO THE FIRST SSCO ON SITE (OUTSIDE DUCT BANNS). 2. MAINTAIN 3.0' MIN. COVER AND MAIN. SLOPE (OR AS APPROVED BY VAL -VUE SEWER DISTRICT) ON SIDE SEWER AT ALL LOCATIONS. INSTALL SSCO EVERY 100' AND USE CAST IRON RING AND COVER, OLYMPIC FOUNDY OR EQUAL, AT ALL SSCO LOCATIONS. 3. DISCONNECT EX. GREASE TRAP FROM EX. ON -SITE STORM SYSTEM AND REMINE. INSTALL NEW OIL/WATER SEPARATOR - HANSON PIPE & PRODUCTS MODE 577 -S AND CONNECT TO NEW 6'SDE SEWER. COVER AMID ACCESS RISER SHALL BE H -20 TRAFFIC RATED. 4. USE PIPING MATERIALS (SANITARY SEWER) AS ALLOWED BY CITY OF TUKWILA. 5. RESERVE THE DEPTH BETWEEN 3.5' AND 7' WITHIN SEATTLE CITY UGHT DUCT BANK( AM WHILE CROSSING DUCT BANK WITH NEW SIDE SEWER. INSTALL NEW SIDE SEWERS TO GO UNDER THE RESERVED SPACE � 1.41R.710t • ok. ▪ Nohow tame". aralkiat WIN 517-S —.. Tt -01-0s )-I:o.%e t.l �n� 1� 1et' 1 rcViewrcl 1'Y the �� rs p:S ) t• , �rtlrt r1 fnr cnnforma +l►•t' with current City m;-+nciard-. At i' <t:I-ic'ct to errors and tATllicci;tT1C %%111(11 do ncil authnri'c viot.r,iim of Tied star.t'arcls or orilinancec The reToncihility fc'T ;};c a dec; :p cr rf t1;r design TCS15 tota'1Y with the cicicfionc or revisions in these Cr::t•'I ?�:� a: ;Lis da'c will void t!is acceptance r.ci will rc'.tuirc a re liHTlittal of revised drawing.s U' S ;:hsequelit approval. . rir al acceptance is . The Pubic Works till Date: 7 PA . .1 . 0 LOCATE AND VERIFY NVEtti ELEVATION EX. SEWER STUB SEE NOTE 1 • acct to field inspection by tics inspector. By �'IJID TRANSIT RA;L TRE5TLE SEA ITY LIGHT DUCT BAN, -SEE NO E '5 1 C INZ Vso m . so, Z z k Z z m� � <co S2 • N :,. .„,L ` � 041, �,:. cos v lb. ., z ao 11 ._ -3 i A , U.1 -A Z i v 15. V 0 O % \ " ‘..: 3S. P :F;–�A A ................._ ARCHITECTURAL :AAP PS SEATTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE. WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLOS STATION RD. SUITE B WENATCHEE. WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 F-- M o W C!) Z 0 >- 0 o W Z cr < - 1 C'3 z g 0 cc a D o- co Q 0 u Cl) W cn tNi T T T OiL/WATER 1 SEPARAT PLA & DETAtLS 4 ( 0 0 6%1 1 s S • SOL EM I I- STANDARD STRENGTH FILTER FABRIC GRATE =1i1 Ii H �- CATCH BASIN .,..,.....r. -- CATCH BASIN FILTER MEDIA FOR DEWATERING POROUS BOTTOM IN p FILTER FABRIC PROTECTION OVERFLOW GRATE CATCH BASIN INSERT • WI T TI • N A IM T R 1. PURPOSE: STORM DRAIN INLETS ARE PROTECTED TO PREVENT COARSE SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS. 2. CONDITIONS OF USE: A. PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. B. INLET PROTECTION MAY BE USED ANYWHERE AT THE CONTRACTOR'S DISCRETION TO PROTECT THE DRAINAGE SYSTEM. THIS WILL, HOWEVER, REQUIRE MORE MAINTENANCE, AND IT IS HIGHLY LIKELY THAT THE DRAINAGE SYSTEM WILL STILL REQUIRE SOME CLEANING. 3. INSTALLATION SPECIFICATIONS: A. FILTER FABRIC PROTECTION IS FILTER FABRIC PLACED OVER THE GRATE. CATCH BASIN INSERTS ARE MANUFACTURED DEVICES THAT NEST INSIDE A CATCH BASIN. BOTH OPTIONS ARE MUCH SIMPLER TO MAINTAIN THAN ANY OTHER METHODS OF STORM DRAIN INLET PROTECTION AND ARE NOT A HAZARD TO TRAFFIC. B. BOTH OPTIONS PROVIDE ADEQUATE PROTECTION, BUT FILTER FABRIC IS LIKELY TO RESULT IN PONDING OF WATER ABOVE THE CATCH BASIN, WHILE THE INSERT WILL NOT. C. FILTER FABRIC IS ONLY ALLOWED WHERE PONDING WILL NOT BE A TRAFFIC CONCERN AND WHERE SLOPE EROSION WILL NOT RESULT IF THE CURB IS OVERTOPPED BY PONDED WATER. D. THE PLACEMENT OF FILTER FABRIC UNDER GRATES IS PROHIBITED. E. IT IS ALLOWED TO CONSTRUCT A SMALL SUMP AROUND THE CATCH BASIN BEFORE FINAL SURFACING. THIS CAN BE A VERY EFFECTIVE METHOD OF SEDIMENT CONTROL. 4. MAINTENANCE STANDARDS: A. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. B. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE -THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. C. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. • NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE - : - -•-r- - OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE, THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. 0 CATCH BASIN INLET PROTECTION N.T.S. APPROXIMATE LOCATION OF EX. DRAINFIELDS ABANDON DRAINFIELDS AS REQUIRED BY NG CO. HEALTH DEPARTMENT AND CITY OF TUKWILA "• 0 n r t 1 c .5) lt. APPROXIMATE LOCATION OF EX. SEPTIC TANK. ABANDON SEPTIC TANK AS REQUIRED BY KING CO. HEALTH DEPARTMENT N AND CITY OF TUKWILA Zr V'ST' / ' € a i • S Fx TO zT 14 N �+S P ' 3 ST, k O I I XF4e I O1 I • • a SITE PLAN • ►n \( F'Er2 EEC. VE IF Y LOCATION OF EX. F;(ISTIN = L /4NDECAP :NS TO ?F•'AIN 40• EASEMENT FCrr; w120NEW i 6� �MDDC MD VAULT - _.(4 _ EX"W (REDLION HOTEL SERVICE LINE) E ISTI S ALL �1 6"SIDE SEWER EASE -SEE NOTE 3 EXACT TO CON TE, LI ' N T L NC: POC A. R &'. S COORD INA RIVE liPTI -# SS S 12 TH ST ex's ▪ • EX. WATER UNE- TO BE A ARE SERVICE. DETERMINE SIZE AND IF R IS CONNECTED THE EX. 4'0 (RED LION ��OR EX. 8'6. ENGINEERING FOR FURTHER INSTRUCTIONS. SEE NOTE 6 IL EX =STI?~� TO ter \\ L I'" 3G: ^tn .,.�, AND ELEVATION BUILDING SEWER - SEE NOTE 2 FR E /!STI . !a ;TALS X 1 EX. SPRINKLER RISER !SOFT MAOE ROADWAY d STORM ESMT TO KC PER W88 EX. IS T INN s fff EX. BLDG 2I6 s'' N.I C. Ey ST CENTERLINE OF CE SFATTLE TRANG•1S51 EXISTINS BUILDING TO A'' 2:,043 sr ± _ NO WC! ( UNDER TN!S FERM'T 3 I`'ARI.KING SPACES IC : 1ST! ALL 2 TO MIBIKAKIVIL CONTRACTOR IS RE UPDATE THE CONSTRUCTION PLANS WITH AS -BUILT DATA WEPTH, PIPE SIZE & MATERIAL) FOR NEW SEWER AND WATER LINES, ESPECIALLY WITHIN SEATTLE CITY LIGHT DUCT BANK AREA. ANY RELOCATIONS AND /OR CHANGES TO THE DUSTING UTILITIES ALSO HAVE TO BE MARKED. r '�, L c 6-41")-1. b.& J s • ";..C./ --- g_o NEW FIRE HYDRANT ASSEIDL 1-8 28'x8' TEE(FLxFLxFL) 1 --8'X4 FLxFL) PEW 6"FDC 1 -FL AAAPT'ER(FLxMJ) W /STORZ 1- 4"GATE VALVE(FLxMJ) (NOT A SIAMESE) BEND(F1.xMJ 1- THRUST 8Y SOI TO EX ` BLOCK ` a 4 : 54332 WATER UNE EX. 1 "W SERVICE (OFF OF 1 6"W MAIN) • ,.' cK EXISTING SCALE J' r K Y CN TO 3" IRRIGATION METER ION TO BE RE- LOCATED (35' SOUTH) i RANSIT T NEW! 6 "SIDE SEWER- INSTALL PER NOTE 1. RESTORE ROADWAY & SIDEWALK RE-CONNECT TO EX NEW 6 "/WATER w CONNECT trEW 1'0XM ' - WATER(E) r --- - EX: - ACS - M TERS FROITNE - TO NW CORNER OF BUILDING. INSTALL BOLLARDS(3) TO PROTECT METER LOCATE EX. DOMESTIC WATER UNE. RE- CONNECT EX. DOMESTIC WATER TO REMODELED BUILDING & INSTALL REDUCED PRESSURE PRINCIPLE ASSEMBLY AT THE METER, BETWEEN METER & BUILDING INSTALL SSCO. CONNECT RELOCATED BUILDING SEWER TO NEW SIDE SEWER LOCATE EX. TRENCH DRAINS PIPE. ROUTE & CONNECT TRENCH DRAINS (WASH BAY SUMP FLOWS) TO OIL/WATER SEPARATOR ��Ex. 6N�sii AM CONNECT TO NEW s'S1DE SEWER. SEE NOTE 4 5F NIDE SEWER E SSA T PER AF $912290215 E • C„ k /C t'4 PROVIDE 01TCH BASN PROTECTION DURING CONSTRUCTION ;cvc4 if MO, �1 • , . 81ATER(110 WITH TEE AND BEND Al NEW 4"FDC W /srORt CONNECTION (NOT A SNAIE'SE) NEW 4'IFDC WATER CST VEX WIRER UIE Ter OWNER PER DEW m !L 2-1111101 MEM FOR POI NUM& OM IMP SUILIMM ON EMI OE PER COT MIL FL'F iC yE E SEED R GRE s =TO < SCL E.45E* 'r"' - • VER!c`' EXAS7 LCCA ICNI r_a; C F "^ \ PAM° K ° TRBI ii'Tt C\ '• i EXi TING GAS ' 5r. 4'::. W/ CANC 'C ..� OP EL INNER MUNE MIL Boom INIENBIL SMINLIMERAFECM SCALE: i =20' KffEl 1:; REMOVE EL B"WATER LINE NEW GAS LINE - SEE NOTE 8 NEW EX. (MATER LIPS (5' MIN. WEST OF DUCT BM KS) CONNECT TO EL 16' WATER NEW 8'IWATER (PER DETAIL 5/C -3) MW Ark NSfALL 2 -1 CATER METERS " (SEPARATE IIE'TER FOR EACH BUILDING). .-.- -- INSTALL RPBP (w HOT BOX) ON EACH LINE PER CITY DETAIL PEW 1 IC WATER TO SHOP BUILDING - MNANTAN 10' SETBACK FROM PIER FOOTING(S) EX. FIRE SERVICE D!5PATCI4 BUILDING V V CAP EX. WATER AT THE MAIN. RESTORE ROADWAY PAVEMENT. REWNE DI SINGLE CHEW VALVE & VAULT IMO RESTORE S DEWLK• REi 'Er 14 2 ATER METER, EX. WLVES & DL WATER LANE WITHIN EASE TT MD DUCT MIK AREA PIOVDE PERMANENT TERMINATION OF WATER WAIN AS REQUIRED BY CTTY OF TUKW A LOCATE AND CAP EXIST. SEWER SERVICE FOR EX. BUILDING RELOCATE ELECTRICAL VAULT F R _ _ '' .� " ' s ' 4 'WITH SOUND 1RANSTT FOOTING J r-- a ▪ j) E ) a -. x _. o EX. APPROX. = - " w " �' , � c o 0 :0 r- • `� = ; - •- : .. SEE NOTE 5 REMOVE 01. SIDE & INSTALL NEW 6"SIDE -SEE NOTE 1. S o t , TRANSIT EX. SSM 1 1 . APPROL DEPTH -12' SEATRE ;1 LIGH wpm DUCT SW pm -SEE MOTE 9 6'SDE SEWER -SEE NOTE 3 RAIL T`STLE 1. REYOHE DC SEWER STUB AND ACT TO EX. SEWER WIN N MGM. WILY S. - REUSE DC TEE ON W I F POSSIBLE INSTALL NEW SIDE SEWER AS DEEP AS POSSE: 0 NUN. SLOPE (1%) FROM SEWER MAN TO THE FIRST SSCO ON SITE (OUTSIDE DUCT MO. 2 DISCONNECT DC. SEWER (SEP TIC) 2 OUTSIDE BUILDING WALL NSTALL SSCO. SEE NOTE 3 BEN 3. WiaMI 3.0' MN. COMER AND 1ztlL SLOPE (OR AS APPROVED BY W&- VIE SEWER DISTRICT) ON SIDE SEWER AT ALL LOCATIONS. INSTAL 5900 E11F 100' IMO USE CAST MN RING .jr AID COWER, OLYIN IC FM/CRY OR EQUAL, AT ALL SSCO LOCATIONS. 4. REMOVE EX GRE/ TRAP NO iASTIILL NM OILIN ER SEPARATOR PER *PROVED PUN C1.0 (SONG BIISE.D ON PRESSURE MASHER FLOW IMO 45 MINUTE DETENTION). 5_ vERWY LOCATIONS OF PROPOSED PERS (SOUND TRANSIT) PRIOR TO CONSTRUCTION. ENGINEER OF PM CONFUCT5 WITH DESIGN RMS. 6. F wow WATER IS 6'o OR wax NSTIILL THE 6'o 00CV AS SHOWN (pal EX UNE) Ne USE R FOR FEED TO DI PAR:11 BUILDING. F THIS WIN is S1rIL .ER THIN CO. NMI NEW 611 FIRE SEMI 10 OIS IUDI MIMIC IRON EX 8'i IINO WALL THE re 00Cr► PER 7. USE PANG IBS MUER SICAI NO VililiNe0 AS AWNED Off CAY IMO LAVE SEAR MM. SEE SI T C -2 FOR Wien CN61 EtON IAlES. 8. /MOM DQSINC CAS UNE. LOWED FURTHER HR L WNW EL PPM IMIN BMW AND OUR OINK Mel /SL TEN CIS UNE FOR WE SAE S MONIER ODIIN CPER =S NBCONNENDIMONS. ,_ -E WE OEPIII KNEW 35 no I DWI SENRE CWY um an dMBr NEA NILE CINOZNIC OUR DIE WIN NEN MMES. MILL NB, SIE SANS 10 CO NAN WE MOM SPACE MOM 111111ONCOIER FOR AL 0110 NUM ( IM CAS. INK OWNS WE OUR NE IMD DEL WE URNS MOUE WE MAE a I OS. SCALE: • MIERNATIVE LOCATION AND LAYOUT OF' DOC F DOSING FIRE SERVICE TO DISPATCH BUILDING 5 ta 610 OR 8 NOTE 6 WA R NN N =20' etts_ NEW DOC B NEW eso NBV Co EX. WATER (ASSUMED TO BE DOIESTIC) • Nfirq10 • -J 0 a. 0 Lo- CZ 0 0 ce 0 0 0 LAJ vi) 0 cnocncnow SAS GEM SCALE r= 44T JOID UTILI Tv PLAN PKJB ARCHITECTURAL ;R:UP PS 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - .3210 FAX 624 - 3243 112 OLDS STATION RD. SUITE WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665-8750 I- cr 7- y 0 cc =1. < uf CO IL C■ji BUILDING DESCRIPTION: NDWALL FRAME TYPE BASIC 91E: NTH LENGTH HEIGHT ROOF PITCH LEFT RIGHT BLDG. ' CS 80 -O" 21'4 0' 18'- 6 1:12 BEAK FRAM EXP. YMi FRAY( WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN -OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. BASE CONDITION: SHEETING: BLANKET TYPE INSULATION: NO SHT RECESS W/BSE 26 Go PBR/ MO ROOF KNEE BY MANUFACTURER El BY OTHERS El ROOF (I WALL II UL-25E3 CHA IEL & BSE FLASH 26 Go P6R/ TBD WALL SELF DRILLING SCREWS * ZINC CAPPED TAPE SEAL: TRIP: (1/8' POP RIVETS AT SPLICES) MEMBER ROOF( f 12 -14 x i ) STITCH ROOF( 1 14 x i) ANCHOR BOLTS 3/8' [] 26 Go TBO RAKE MEMBER WALL( f 12 -14 x 1k ) STITCH WALL( f 14 x i ) Bill BY OTIfRS � 1" ® 26 Go THD EAWE RAKE TO ROOF: STITCH RAKE TO WALL: STITCH M BY ANUFACTACTNIG UTER WARRANTIES 26 Co T80 GUTTER GUTTER TO ROOF: STITCH GUTTER STRAPS: STITCH U.L 90 NO 26 Go TOO ♦ 001MNSL CORNER TRIO STITCH RAKE ANGLE: CABER I 1 20 YR ROOF ItS ` 26 Ga MO CORNER PRIMARY: El RED CJ GRAY U GAIV. 20 YR WALL 'ES 26 Go 180 ACCESS SECONDARY: (i:i RED 0 GRAY 0 GALV. ADDITIONAL FEATURES: " OENOIES LONG LEE FASTENERS BUILDING LOADS THIS IS TO CERTIFY THAT THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY IBC 2003 THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY THE BUILDING MANUFACTURER AND AS SPECIFIED IN THE CONTRACT. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS, VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY THE BUILDING MANUFACTURER SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE BUILDING MANUFACTURER'S DESIGN MANUAL, THE ATTACHED DRAWINGS, AND GOOD ERECTION PRACTICES. THE CONTRACTOR AND /OR ENGINEER OF RECORD IS TO CONFIRM THAT THESE LOADS COMPLY WITH REQUIREMENTS OF THE LOCAL BUILDING DEPT. ROOF DEAD LOAD 2.5 PSF DRAWING INDEX COLLATERAL DEAD LOAD 5 . 0 PSF ISSUE PAGE DESCRIPTION ROOF LIVE LOAD C a oft OVER AEI - BASED ON TRIBUTARY AREAS: ' 0 - 200 SO. FT. 20 PSF 201 - 600 SQ. FT. IBC 2003 [ EQUATION 16 -26 OVER 600 SQ. FT. 12 PSF A ES INSTALLATION PROCEDURES 25.0 PSF ( SECONDARY ) 1 Fl of 1 ANCHOR BOLT PLAN 25.0 PSF ( PRIMARY ) B El of 7 ROOF FRAMNG PLAN _ GROUND SNOW LOAD 25.0 PSF ( C = 1.0 ) A E2 of 1 SINEWALL FRANC ROOF SNOW LOAD 17.5 PSF ( C = 1.0 ) A [3 of 7 MEWL SFEETNIG �' � WIND LOAD 8 5.0 MPH, EXPO B - --- ,_ -- =- � . A E4 of 7 MALI FRANK SEISMIC . -_ -- _ .. - - . .. _ - ;. Use Group C�� : -: • ' , • 1 { ,_ _ A E5 of 7 £NO LL S>�Twc B E6 of 7 FRAME CROSS SECION 8 E7 of 7 PORTAL FRAME - t Site Class 0 . ! z . -� :x Design Category D \ . j A S-1 SWORD CTALS S = 142 .41% �-- I t .� t' A A S -2 S - 3 STANDARD DETAILS 1 STANDARD DETAILS SD = 94.7 ° = 44 3 I FACTORS S , -- i -• - ---- A S -4 STANDARD DETAILS t _ _ _ WIND LOAD 1.0 . , T . - , A W-I SWAN) DETAAS _ - . • K , � .�• SNOW LOAD .0 . __ SEISMIC LOAD 1.0 OL:160 0 MEZZANINE LOADS , LIVE LOAD NIA PSF DEAD LOAD N/A PSF , CRANE INFORMATION N/A LONGITUDINAL =13.82 KIPS DESIGN BASE SHEAR =v= NOTE: THE UNDERSIGNED IS ? TRANSVERSE = 4- 42. KIPS NOT It ENGINEER 1 RECORD lit OW SEISMIC RESPONSE COEFF. (CS)= 0.2705 FAIR'S PROJECT RESPONSE MOOFICATION FACTOR =3.5 ANALYSIS PROCEDURE =EQU;VALENT LATERAL FORE - ' BASIC SEIMIC- FORCE RESISTING SYSTEM: • . LONGITUDINAL GRID 1 O�RDI N AR Y STEEL C - 3NC�EN W '4� BRACED r FRAME LONGITUDINAL GRID 2 : ORDINARY STEEL MOmEiVT Ft� E� • TRANSVERSE GRID ORDINARY STEEL MOMEI�i FAME -- ., - • F . , • iii c-, I t S. a ��`CII �r s 1 . - o.* 7► , " / ik, crks-rEs. ..-- ''''•4_ A L C NEWICllllr BY k*'b 1 a l- - , ... • mStOUiCbU • METALLIC F • ROLM I%AS • PI; 1* BP not 4 16 -- a myo Kt PEON a RE1ID FOR PoIT a I • 6111SED FOR FOIE 1F i ITIMI R We SHEET , , 921 SEE Mk OESOIP1ON Pica !__,__I woe SEA4' m LLC C OM UM ooss imam 110 OP R tic es or ail or I alE an i MI rafi 511111 1111 0005-22008 A CI oft J C 1 I BUILDER I CONTRACTOR RESPONSIBILITIES IT IS THE RESPONSIBILITY OF THE BUILDER /CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT METALLIC BUILDING COMPANY OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF METALLIC'S DRAWINGS AND CALCULATIONS INDICATE THAT METALLIC BUILDING COMPANY CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED ) • WHERE DISCREPANCIES EXIST BETWEEN METALLIC'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY METALLIC BUILDING COMPANY ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN METALLIC BUILDING COMPANY'S ENGINEERS UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE 1MTH METALLIC BUILDING COMPANY'S FOR CONSTRUCTION" DRAWINGS. PRODUCTS SHIPPED TO BUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL. CLAIMS FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO METALLIC IN WRITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THE SHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT REASONABLE VISUAL INSPECTION WOULD FAIL TO/DISCLOSE IT, THEN THE CLAIM MUST BE MADE WITHIN FIVE (5) DAYS AFTER THE BUILDER LEARNS OF THE DEFECT. METALLIC WILL NOT BE LIABLE FOR ANY DEFECT UNLESS CLAIM IS MADE WITHIN ONE , '(1) YER AFTER DATE OF THE ORIGINAL SHIPMENT BY METALLIC TO BUILDER OR HIS CUSTOMER. METALLIC WILL 'BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE MATERIALS UPON RECEIPT OF CLAIM BY BUILDER. IF A DEFECT IS OF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION AT THE JOB SITE WITHOUT THE NECESSITY OF RETURNING THE MATERIAL TO METALLIC, THEN UPON WRITTEN AUTHORIZATION OF METALUC THE BUILDER MAY REPAIR OR CAUSE THE MATERIAL TO BE REPAIRED AND METALLIC WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTEN AUTHORIZATION. ALL BRACING AS SHOWN AND PROVIDED BY METALLIC FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY. THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) DESIGN OF GUTTER AND DOWNSPOUT IS A FUNCTION OF THE RAINFALL INTENSITY AND AREA TO BE DRAINED. DESIGN PARAMETERS UTILIZED ARE IN ACCORDANCE WITH THE 1986 LOW RISE BUILDING SYSTEMS MANUAL AND /OR THE 9TH EDITION OF THE ARCHITECTURAL GRAPHIC STANDARDS, AS APPLICABLE. PROPER OWNER MAINTENANCE DICTATES THAT THE DRAINAGE SYSTEM BE KEPT FREE AND CLEAR OF DEBRIS AND /OR ICE AT ALL TIMES TO ENSURE PROPER FUNCTION OF THE GUTTER AND DOWNSPOUT. IN THOSE CASES WHERE THE OWNER /TENANT OF A PROPERTY IS UNWILLING OR UNABLE TO PROVIDE PROPER MAINTENANCE, ELIMINATION OF GUTTER SHOULD BE CONSIDERED AS AN ALTERNATIVE. PRODUCT CERTIFICATIONS METALLIC BUILDING COMPANY IS A MEMBER OF THE METAL BUILDING MANUFACTURERS ASSOCIATION. METALLIC BUILDING COMPANY'S FABRICATION AND PRODUCTS ARE COVERED BY ONE OR MORE OF THE FOLLOWING CERTIFICATIONS: 1. APPROVED FABRICATOR OF PREFABRICATED BUILDINGS AND COMPONENTS. REFERENCE ICBO REPORT NO. FA -337 2. SBCCI COMPLIANCE REPORT NO. 9461A 3. AISC METAL BUILDING CERTIFICATION PROGRAM 4. CITY OF HOUSTON APPROVED FABRICATOR (REGISTRATION NO. 164) 5. WISCONSIN PRODUCT APPROVAL NUMBER 200231 -M 6. CLARK COUNTY, NEVADA APPROVED FABRICATOR 7. CITY OF LOS ANGELES, CALIFORNIA APPROVED TYPE 1 FABRICATOR (LA #1604) 8. CANADIAN WELDING BUREAU CERTIFICATION TO CSA STANDARD W47.1 IN DIVISION 1 (SYMBOL PY72(HOUSTON, TX)) 9. TEXAS DEPT. OF INSURANCE PRODUCT EVALUATION RC -15 APPROVAL NOTES THE FOL LOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWWNGS: A) iT !S IMPERATI:'E THAT ANY CHANGES TO THESE DRAWINGS: •1 j BE MADE IN CONTRASTING INK . 3! HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED. 2 ► BE LEGIBLE AND UN AMBIGUOU S. 18'; DATED SIGNATURE IS REQUIRED ON ALL PACES. C; MANL!FACTUREP RESERVES THE RIGHT TO RE- SUBMIT DRAWINGS NTH ExTENSIVE OR CCPLEX CHANGES REQUIRED T,: AVOID UiSFABRI A TtON. THIS MAY IMPACT THE DEL;VERY SCHEDULE [,. A c 6.,DvA : OF .:`ESE C 'A*$NG"`S INC- TES CCOCLOSNELY THAT METALLIC HAS `ORS EC ;L ciERPRETED THE CONTRACT RECoiFEMEMTS, AND FIRMER CCINSTITurES AasEEMENT THAT THE E ,sir AS DRAM!. (E AS Amk4 w!rN INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED �B MANUFACTURER. E) 4NY" CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE IMTH THE TERMS AND REQU REMENTS OF THE CONTACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NnT BINDING ON MANUFACruRER uNLESS r Su6�..Eul1EN TL Y SPECJC ALLY AO hONEIDGED AND AGREED TO ih IARI riiG BY CHANGE ORDER OR SEPARATE I tom E N TA Trc 11 AL TUBER REC (*.NZES THAT RUBBER STAMPS ARE ROu TIMELY USED POR 111DC A TING I I 1 ; APPROVAL, DISAPPROVAL. REJECTION. Co WERE RE'AEII OF 11~E DRAWINGS SUBMITTED_ HOWE\•ER. MANUFACTURER 1 2 i XS NOT ACCEPT CHANGES OR ADDI T IONS ► O CONTRAC TuAL TERMS AND OCINOITIONS THAT MAY APPEAR NTH USE OF A STAMP OR SiMEAR INDKATION OF APPRCj ,AL. OISAPPROvAi. ETC SUCH LANGUAGE APP1, D TO MMA AC TUNER'S DRAtilNi, S BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PART ( l BE ' �, L ,' C AS UNACCEPTABLE i ABLE AL TERA fCW. TO THESE DRAG NOTES. MD L NOT AE TER T( CONTRACIUAL RPG4 TS AND Oft DONS EXj5TWIG BETWEEN YAMJFAC TURER i ITS CUSTOMER r. • THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER. METALLIC BUILDING COMPANY WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED. THIS METAL BUILDING IS DESIGNED WITH METALLIC BUILDING COMPANY'S STANDARD PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES. 1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" 2. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" 3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1. 4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL" 5. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "UNIFORM BUILDING CODE" 6. SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL: "STANDARD BUILDING CODE" 7. BUILDING OFFICIAL AND CODE ADMINISTRATORS INTERNATIONAL: "BOCA NATIONAL BUILDING CODE" 8. NATIONAL BUILDING CODE OF CANADA. FM COPY • 9. INTERNATIONAL BUILDING CODE IBC1 MATERIAL PROPERTIES OF STEEL PLATE USED IN THE (FABRICATION OF PRIMARY RIGID FRAMES, AND OTHER PRIMARY STRUCTURAL EXCLUSIVE OF COLD - FORMED SECTIONS, CONFORM TO ASTM -A529 OR A -572 . FLANGES WITH THICKNESS OF ONE INCH OR LESS AND WIDTH OF 12" OR LESS CONFORM TO A -529 WITH A MINIMUM YIELD POINT OF 55,000 psi. FLANGES GREATER THAN 1" IN THICKNESS OR 12" IN WIDTH CONFORM TO A -572 WITH A MINIMUM YIELD POINT OF 50,000 psi. FLANGES WITH THICKNESS OF 2" I WIDTH OR LESS AND A WIDTH GREATER THAN 12' CONFORM TO 136 WITH A MINIMUM YIELD POINT OF 42,000 psi. WEB MATERIAL CONFORMS TO ASTM - A36 MODIFIED WITH A MINIMUM YIELD POINT OF 46,000 psi. OR ASTM - A1011 GR 50. MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM -A53 TYPE E, GRADE B WITH A MINIMUM YIELD POINT OF 35,000 psi. MATERIAL PROPERTIES OF HOT ROLLED STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM -A992 WITH A MINIMUM YIELD POINT OF 50,000 psi. MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO ASTM -A1011 GRADE 55 MODIFIED WITH A MINIMUM YIELD POINT OF 57,000 psi. MATERIAL PROPERTIES OF ROOF/WALL BASE METAL CONFORM TO ASTM - A792 GRADES 50 OR 80 WITH MINIMUM YIELD POINTS OF 50,000 psi AND 80,000 psi RESPECTIVELY, AS REQUIRED BY DESIGN. COATING OF BASE MATERIAL IS 55% ALUMINUM -ZINC ALLOY IN ACCORDANCE WITH AZ55 FOR UNPAINTED OR AZ50 FOR PAINTED SPECIFICATIONS. CABLE UTILIZED FOR BRACING CONFORMS TO ASTM A475. ROD AND ANGLE UTILIZED FOR BRACING MEMBERS CONFORM TO ASTM A36. STRUCTURAL JOINTS WITH A.S.T.M. A-325 HIGH STRENGTH BOLTS, WHERE INDICATED ON THE DRAWINGS, SHALL BE ASSEMBLED AND THE FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN -OF -NUT' METHOD AS DESCRIBED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T.M. A -325 OR A -490 BOLTS (11-13-85), UNLESS OTHERWISE NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED. ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS AND CABLE SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER, MEETING THE PERFORMANCE REQUIREMENTS OF TTP -636. SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBIUTY OF THE CONTRACTOR, UNLESS STIPULATED OTHERWISE IN THE CONTRACT. METALLIC BUILDING COMPANY HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF METALUC BUILDING COMPANY. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO All EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED FOR PURPOSES OF DETERMINING UFT REQUIREMENTS, NO BUNDLE SUPPLIED BY NCI WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER EIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL IFORMATION IS REQUIRED CONTACT THE CUSTOMER SERVICE DEPARTMENT AT 800 - 777 - 9378. RAN FALL INTENSITY IS EQUAL TO 4 R C,TIES PER HOUR FORA 5 MIN. DURATION (5 YEAR MEAN RECURRENCE) (1 )NO PRIMER (PAINT) SHOULD BE APPLY TO THE AREA WITH A325 BOLT CONNECTION. C (Ass A (2)ALL FIELD MELDING SHALL BE MADE NTH FILER METAL THAT HAS Vet �n "S Li 4 MGM C-HARPY V -NOTCH TOUGHNESS OF 20 FT- . AT ! - r L9f MINUS 20 DEGREES , r s4t-c-� � Z F AS DE TERNNE 6/ AM1S0 1 -1. w Il z %SC Sit 1 , V t t L • z..1 V - 1. w•A - + 0 "P' . . - ` ii ---il i•OP moiFirmo.de...auo.... SAFETY COMMITMENT D GENERAL NOTES n wslickseak rut oftitomm DRAMG STAlLS lE TMESE MAIMS, S, BONG FOR APPROvAL, AM BY WNW' NOT A 11/29/04 FINAL. AND PRE FOR cOMCFPTUft. REPRESENTATION ONLY 1t PIAPOSE 6 TO CO4F1RIA PROPER DOERPlE TATU4 or INE PROJECT aoaL,rS.. OILY CRAIIINGS L [SS= "FOR C Pis1RUC1 caw BE Maw PEIiiT NIESE DRmINGS. BEM FOR POUT, ME BY DEFM RON NOT F. RI NAT. AS A somuli. PIECE ARE LOT MEENRED- ONLY DRAWS MSS. " FUR CoNS1RuC10r6 - CAN CONSDEMED AS aTE 2ry1:6 '! - - ate•• " '�.' .- a '�'a'� •`++► • vID STANDARD CONSTRUCTION NOTES GENERAL 1. At least one week before beginning construction, contact Public Works Utilities Inspector and schedule a preconstruction meeting. 2. Notify the Utilities Inspector at 206- 433 -0179 at least 48 hours (2 working days) before starting project site work. 3. Request a Public Works utility inspection at least 24 hours ( 1 working day) in advance by calling 206 -433 -0179. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Contractor shall provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. Horizontal datum shall be State Plane Coordinates. 12, The Contractor shall replace, or relocate all signs damaged or removed due to construction. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches. All trench safety systems shall meet WISHA requirements. 2. Place power, cable, fiber optics, and telephone lines s in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. WORK IN RIGHT -OF -WAY 1. When activity is unattended, install a sign with minimum two -inch letters stating Permittee or company name, and day and evening phone numbers. TMC 11.08.140 2. Install barricades, signs, warning lights, and safety devices sufficient to notify public of obstruction or traffic hazard. Devices must remain until the obstruction is cleared and the right -of -way is restored. TMc 11.08.170.A 3. Maintain access to fire stations, fire hydrants, fire escapes, and fire fighting equipment. TMC 11.08.180 4. Maintain access to property adjoining excavation or site work. 5. Preserve and protect all property adjoining excavation or site work. 6. Restore disturbance to private and public property. TMC 11.08.220.D 7. Disturbance of survey monuments and markers requires the Director's preapproval. A licensed surveyor shall replace disturbed monuments and markers. 8. Comply with all state and city laws and procedures to protect public from air, water and noise pollution. TMC 11.08.210 9. Install temporary sidewalk or curb ramp if permanent is blocked. TMC 11.08.220 10. Cover open excavation with non -skid steel plates ramped to elevation of contiguous right of way surface. TMC 11.08.220 11. Store all stockpile material shall be stored in a safe manner to protect the public. WATER SUPPLY NOTES 1. The Contractor shall install corporate stops, water service lines, and meters. The City of Tukwila will install the meters. 2. Pressure test all water mains and appurtenances. 3. Flush and disinfect new, cleaned, or repaired water mains. 4. Install restrained joints at all bends, tees, and other direction changes. 5. All water mains shall have a blow -off assembly at low point and an air vacuum relief valve at high point of main. 6. Install fire hydrant assembly so it stands plumb and so that the lowest outlet is at 18" above the finished grade. The assembly shall have a clear zone around hydrant of at least 36" and the pumper port shall face street or fire access. • The installer of a fire line backflow prevention device installed outside the building and underground, shall have a Level III certificate of competency or a Level U contractor's certificate of competency. If the installer is different from the backflow prevention designer, the installer must stamp, sign, and date the plans, in addition to the designer's stamp, signature, and date. • Install water mains crossing sewer lines so that the bottom of the water main is at least 18 inches above the top of the sewer. Locate full section of water pipe so that its midpoint is above the sewer pipe at the crossing. This installation may require special structural support for the water and sewer pipe. • Install water supply lines at least 10 feet horizontally, measured edge to edge, from any existing or proposed sewer and at least 18 inches above the top of a sewer. PAVEMENT RESTORATION 1. Compact backfill to compaction of undisturbed ground or compact backfill to meet City standards. 2. Restore pavement to its original condition immediately following backfilling or when concrete is cured. a. Except for winter or other weather conditions which prevent paving, complete paving, resurfacing. or facility replacement : • On principal arterial, major or collector street within 3 calendar days. • On other streets within 7 calendar days b. For work prevented due to weather: . Provide a temporary patch. . Provide a construction schedule addressing means and methods to minimize traffic disruption and to complete work as quickly as possible. • t w w NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH - CUT 'WITH PNF UMA rIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT - 518' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE OROEREO BY THE CITY EXISTING OIL MAT 518' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY � THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED I CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. SAW CUT - i7EPTH DETERMINED BY CITY City of Tukwila TYPICAL PATCH FOR RIGID PAVEMENT TYPICAL PATCH FOR FLEXIBLE PAVEMENT SHEET: APPROVAL: CONCRETE 130% OF EXISTING DEPTH ASPHALT CONCRETE OR BITUMINOUS PLANT MiX REPLACEMENT PATCH 150% OF EXISTING DEPTH REVISION In: 08.03 51a' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY / THE cm( B. SHELTON PAVEMENT RESTORATION RS-03 i • SAW CUT - -EXISTING CONCRETE PAVEMENT ste MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY / THE CITY SAW CUT EXISTING ASPHALT PAVEMENT /': C -2 NOT TO SCALE FINISHED GROUND LiNE TO MAIN \ / x />, \/\ 24' 3/4" OR 1" PARTS LIST: 4' 1 -1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 314" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MiNUS CRUSHED ROCK TO BACKFiLL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARD City of Tukwila Nio City of Tukwila SHEET: 11 : 08.03 APPROVAL: o•E oil OTC ELEVATION YEW ALTERNATE B. SHELTON SW -111, METER INSTALLED BY CITY METER 314" OR 1$' WS-01 I BLOCKING DEADMIIMI War ISMS OLTENIA - TYPE K COPPER PIPE - PVC - POLY ETHYLENE INIIIIIIIIMIL NOW VO MULL TO SERVICE . NOT TO SCALE 1 PROvICE THRUST t-- CONCRETE BLOCKING Cs'rx rn 1 1 lAQ1RST'1p1k SO& CONCRETE THRUST BLOCK Laos City of l� �~ Tukwila S' STORTZ NOTES: SIDEWALK MIN t fMa DRAIN AOCK City of Ir OW. OUCT'F AO!r ME SWEET CAST IRON TAPPING TEE SIZE ON SIZE TAP 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE - TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS -13 & WS -14. Tukwila I R- PLAN VIEW ELEVATION VIEW SHEET: REVISION WI: 08.03 APPROVAL: CURB ANO GUTTER 2 -311' ASPHALT JOATED STEEL SJ4‘03.E RODS FIANCE e r MIN. OR 3 TNAES DU& OF THE TAP. WHICHEVER IS GREATER B. SHELTON WATER MAiN O 0 O 0 TAPPING TEE WS-10 I FRIr1SHED PAVEtENT SEE VALVE 80X OETAL FIRE HYDRANT tip* - Citii 1/4- r OknD i ;4 - 11 ) , ; ( 7:1 7z. 4205 i j TG` ;:; {IT , r k�i l d P FiESllw(T WEDGE GATE VALVE AST NON TEE mama Loco) -au XMiXR. SEE VIS -t2A AHD ANS-129 LINCNSTORINE0 SOIL NOTE 1 FR TO CHAPTER T OF THESE STN S. Z HYDRANTS EOLIAL TO MUELLER atlL423 op CLOw tEzMLUOM SIF -25 IIJ & H 9Q?. 3 '4YDRAK S SMALL BE EC MT! 1 TWO 2 -1r2" KS T. MDSE PORTS AND ONE 7 STORTZ PUMPER 3 i 9 SMILL KAYE A 1 -V4 .P aENTAGON 9I LIFT OPERATING MIT HYDRANTS L < remits. Amp S Wi H■YE IT APDVE MACE LEVB. TO T! CENTER OF THE PUMPER DISCHARGE PORT_ 4 H+WCRANTS SPIML OO•FOPy TO A1R.W A SP'ECF7CA�IONS C 302 -5[ SHALL EE TYPE AND SHILL HAVE A TWO PIECE SQE C1 , mTH 4 SPE MNMG T.W.E 4 1 C !CUNO LIE OR STEW. SiMtl FIVE A SELF-0SJ 3 O R'r BONNET WITH FACTOPY FLiEt' °.£I►:Iit''ICLDING APPROXIMATELY N OUNCES OF f1 CO. frSER1A1it SIIMLL BE 90 OE9COE-O AS TO (WE A OCIMPLETE Ltjei..: *TvyI OF S EA04 TOE THE ►i 1r: S opsvzsma) TI E i..waP9 STEM SHILL HAVE A HISS SLEEVE S 94.0KLE aces smALL &vazIF41LT. "VLTETJ T {7R C R' STEP_ • :40E; SETS SHALL EE FAMI EST BEST IRtt » aoavATE :e►t:WJ NTS :WPC. BE PAINTED WITS TWO !'OATS OF RUSTX3P414 1- 1913.,LOWOGLOSS OP fa ,WEST CASE ylA. Xa4-7+ * •'ERE ■CLIPO P =TER eS INSTOLLED cIRE MrTYNANT SWILL LiE LOCATQ3112SE TO THE PARTY LINE aND VOCE THE covso'r OF NA* ■?t EAT MSTAU. soLL.4FD Gump Post Pet Ins -'4 i wiTTIRANTS ONS;R.L *MCCAWD a1► orievoise mown [mope AS • AE T CF A P eu= 9.L LIE 511E9*.f PiOMED 1O -RN WILL Mir OE acne: 11 t TO Aqv FINED T_ ORM NE EX EIroOli OF wawa a q1 mm socelS PER Tic t4Zl ASSEMBLY AND SETTING X13 ,tea j '- MIE IOOR sue - : . -...may � r le RESIDENT SEAT GATE VALVE mot To xiLIE I, G P CE - ,..4 C i =Ilkin 4T ; Z o IA o °' m ce • i � ©� o� • ...... co IA- F- 5 CO :° W Z UJ W NCHITECTURAL RCUF PS. SEATTLE OFFICE 603 STEWART STREET SUiTE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION RD. SUITE 8 WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 io Ili Z 0 0 0 < �-- W J ±- Z cn Z -Q -- 0 cc J 0<w I U) cn CV T STANDARD DETAILS & NOTES C -2 4 • el !No VERTICAL BLOCKING FOR 11 114' - 22112° - 30° BENDS PIPE SIZE V.B. CU. FT. A D L - BONO 11 ANGE THRUST BLOCKING SIZE NOTES: 1. BEARING AREA OF CONCRETE THRUST -BLOCK BASED ON 250 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 1000 POUNDS PER SQUARE FOOT. 2. ADJUST BEARING AREA FOR OTHER PIPE SIZES, PRESSURES. AND SOIL CONDITIONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM AREA OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING 4. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER Alt. CONDITIONS OF SERVICE. 5 HEIGHT OF THRUST BLOCK MUST BE EQUAL TO OR LESS THAN 1R THE DEPTH FROM THE GROUND SURFACE TO THE BLOCKS BASE. 6 USE GALVANIZED OR ASPHALT - COATED SHEEL, THREADED RODS AND PIPE CLAMPS 7. REFER TO CHAPTER 7 OF THESE STANDARDS. APPROVAL: RESTRAINEO JOINT TEE W/ PLUG 45° BEND 11 -1/4° BEND B. SHELTON PAUL; stINO FLANGE OR SMALLER SI?E PIPE C ' TEE W/O PLUG 22 -1/2° BEND NOT TO SCALE CONCRETE WS-12A 1 OF 2 REVISION N1: 08.03 4 .. 4 2 1 6" 10 5 1 1 8" 18 10 5 10" 28 2 1 15 8 4 12" 40 2 2 11 6 14" 55 30 15 . 8 16" 71 39 20 10 18" 90 49 25 13 20' 111 60 31 15 22" 135 73 37 19 24" 160 87 44 22 28" 218 118 60 30 30" 251 136 69 35 36" 361 195 100 50 42" 491 266 135 68 48" 641 347 177 89 5- STORTz COMPACTED FOU ATIION GRAVES- UTAoER VAULT CROSS CONNECTION CONTROL Tukwila 11"1"216 11.83 APPROVAL: B. SHELTON NOT TO SCALE BLOCKING CONCRETE WS-12A 2 OF 2 REVISION In: 08.03 MATERIAL LISTING: 1. 3/4" SHACKLE ROOS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER. DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.S.H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. WITH 7. APPROVED DCVA IN MAIN LINE TH TWO RESIDENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10". 8". 6" OR 4" COUPLING ADAPTER. FL 9. 10", 8". 6' OR 4" FL'PE D.t. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 11. 10', 8 ", 6' OR 4" GATE VALVE FL'MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90' BEND. 14. 4" OR 6" D.I. CLASS 52 PIPE FL'FL 15. OR6'90' BEND FL .I. CL 16. 4' OR 6" DASS 52 PIPE, FL'FL 17. 6" 90' BEND. FL 16. UL LISTED S STORTZ CONNECTION WITH 30' OR 45' ELBOW. 19. 6' 0.1. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE ' THREADED P.E. 20. 6" 90' BEND FL 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: city of Tukwila 1_ BACKFLOW PREVEHTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AN IM O MEETING MINIMUM CX.EARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE IR SUBMITTED AND APPROVED BY THE FE MARSHALL PRIOR TO INSTALLATION 4. M!N%4(.N APPARATUS SIZE SHALL BE 4'. 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKA 6. LADDERS S +LL BE REQUIRED WHEN DEPTH FROM TOP OF UO TO FLOOR OF VAULT EXCEEDS 30 LL DD 0 . INSTALLATION OF ALL LADDERS SHALL BE 11 E TO O.S.HA 7 . LOCATE VAULT N PLANTING AREA AND NOT N PAVING AREA. UNLESS APPROVED BY THE EP CJ EEP._ 8 F •TT'NGS SHALL 9E !N !TH AODORDANCE W AU_ APPLIC'.ASLE OF ANSVAWWA C110 • 0 AND C. L.PTED {SEE AF�'WA & AWWA). 9 = SHALL 8E DUCTILE IRON mEETWIG ANSI A21.51. X52 b CEMENT LINED 0. 'EWORAPY S*.IPP'ORT SHALL BE PROVIDED UNDER VALVES AT TH TIME E A Oc INSTALLATION_ 1Ac : t C*.I R C ..ETE T1' L.L TAATIION INSTALL PIPE SUPPORT STMTC. - �O'VCE BALL LDP P VALVES ON F.D.C. F.D.C- CHECK VALVE ASSLY OR AT BOTTOM OF F.C_C- Pr.; Eq * 2 F ?E DEPAPTUENT c(1MTECT P4 TO BE P�OVIDEC WITH OP (1) S STORTZ CCONECTIOtI S A,1 7.1*:.) air nP t5' E_@f111'�s LNDERGP': fr*) PIPING TO BE IECTED. cLUSHEC. ANO PRESSURE TESTED IN THE O= an ' SPECTOR c'!�)OR TO 00VER AND ACTION TO THE SYSTEM. 1.t UPON IT TZ AT)JP4. BB T+ L W PREVEKON A,�ES APE TO BE TESTED BY A EL,, TESTER c T AN ARE TO LIE PLUGGED AFTER THE TEST. A.W.AL TES SHALL 9E PEE C C? D AT OWNER'S EXPENSE_ Ate? CCPES eX TEST RESULTS SHALL 61E PaeVILIEC 15. V T SHALL HAVE ONE 4' X 4' OR TORO 3' X 3' STEEL D DOORS. s!� I . I PREVENTION VALVES AND POST OR WILL INDICATING VALVES SKILL 8E II:K�CVIDEC WTI-1M C> RAL STATION TMIPER SUPERVISICK INS-15 2 OF 2 CROSS CONNECTION CONTROL poems O GRC($ Ire INCH'S) van 1 1 1/4 8 2.0 3/4 1.5 22 1/2 11 2.2 2.0 30 17 2.6 6 1 1 114 11 2.2 3/4 2.0 22 1 /2 25 2.9 30 41 3.5 8 11 1/4 16 2.5 3/4 2.0 221/2 47 3.6 30 70 4.1 3/4 2.5 10 -12 11 1 /4 32 3.2 3/4 2.0 221/2 88 4.5 718 3.0 30 132 5.1 16 11114 70 4.1 7/8 3.0 221/2 184 5.7 1118 4.0 30 275 6.5 1 114 18 -20 11 1 /4 91 4.5 718 3.0 221/2 225 6.1 11/4 4.0 30 330 6.9 1318 4.5 24 11 114 128 5.0 1 3.5 221/2 320 6.8 1318 4.5 30 480 7.9 1518 5.5 VERTICAL BLOCKING FOR 45° BENDS 4 45 30 3/4 2.0 , 6 68 8 123 12 232 3/4 2.5 16 478 1 118 4.0 20 560 1 1 /4 24 820 13/8 4.5 City of Tukwila PAVEMENT PATCHING (SEE RS-03) City of Tukwila GALVANIZED OR ASPHALT COATED STEEL THREADED ROOS AND PIPE CLAMPS REVISION 11 : 08.03 VERTICAL BLOCKING FOR 11 1/4 °, 22 112 °, 30', 45°, AND 90° BENDS B. SHELTON CONCRETE I. ALL BACXF L.L SMALL BE 54r CRUSvED ROCK COMPACTED ED TO 9014 %COIFED PROCTOR PTM DENSITY NOT TO SCALE MN. 3' a MAX. 6' City of Tukwila FIRE HYDRANT GUARD POST REVISION !1: 08.03 APPROVAL: B. SHELTON ROCK WALL. PLANTINGS, OR OTHER SURFACE OBSTRUCTIONS GUARD POST NOTES: GUARD POST GUARD POST ELEVATION FIRE HYDRANT PER WS -13 2 -117 1. GUARD POST SHALL BE EITHER CONCRETE FILLED STEEL PIPE (MIN. 4" DIA.) OR CONCRETE POST (MIN. 8" DIA.). 2. POSTS SHALL BE AT LEAST 3 FEET FROM THE CENTER OF THE HYDRANT AND SHALL NOT BE IN DIRECT LINE WITH ANY DISCHARGE PORTS. 3. POSTS SHALL BE 6 FEET LONG; 3 FEET SHALL BE BURIED. 4. PAINTED FINISH SHALL BE FARWEST 0 0 z W a 0 z 9 5 • • gip NO -__ REV1E`VED EGG CODE _(,}r� -'P_.,lAs. A L C'tv T'..i Ov' I a • � ''? 1 O ' L 46147 ID cn SEATTLE OFFICE 60.3 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION RD. SUITE B NENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665-8750 MS Mw 05 -27-05 SCALE 1�lTS. SO la WOOD I Jo W > o 0< W CC ._.1 Z C� co z < 0 Ea cc J < 5 2 ....E CO I L- O Q o <w = W c C'7 (Ni r T STANDARD DETAILS PINE 11111181/11164411mdie O 5 W • in Ill' =1' -Q' I' = • • . w ! , 1= — �!1 1 1 '=i I - + j 1 - ri 117 1 . 1== =1 ' 1 --I t14.11 TE LETTERS 4 51 MBOLS ON BLUE B ACKING ME7AL SIGN BOLT TO PIPE COLUMN 12'x6' VAN ACCE5SBLE SIGN AS REQ. PER PLAN 3' D I A PIPE COL. WI (2 ' COATS ENAMEL (ti14ITE) E1 IDED 18' INTO CONC. GRADE - 8' DIA. x24' DEEP H = - CONC. FOOTING 1=1;! PROvIDE SIGN • ALL NANDICAPPED PARKING STALLS INDICATED ON SITE PLAN H.C.PARK1NG SIGN PROvtDE SYMBOL IN ALL 444NDICAPPED PARKING STALLS INDICATED ON 517E PLAN H.C. PARKING SYMBOL • ti a • UPI _••• • - ' - — •-- - -- A • EXISTING 41 STALLS \ N, N a N EXISTING TOILER TO REMAIN AIN a TO APPROXIMATE LOCATION OF EXISTING SEPTIC DRAIN FIELD TO BE ABANDONED - VERIFY EXTENT TO EXIS TINCis 30 STALLS EPAIN I5' WATER L PER REC. 6 1303010134 N 81'38'23' W 1 EXIST 5? APPROXIMATE LOCATION EXISTING SEPTIC TANK TO VG T REMAIN EXISTIP4 16 STALLS TO r 1 goo EXISTING LANDSCAPING TO REMAIN CENTERLINE OF CITY OF SEATTLE TRANSMISSION ROW EXISTING 13 PARKING SPACES TO REMAIN N 81 E 54332 _1w _ „ ERIFr �1 A 0 OF BE 2165 sr t N.I.C. ' MGRE$5/E PER REC. •1202290168 - VERIFY ± w •t —w EXISTING 2 TRlpI( STAL14 TO , REMAIN EXISTM SCALE TO REMAIN 0� STALLS ■ e -• , SITE PLAN v scskE ra4e_c A ve' t V EXISTING 18 5 1ALL8 TOi PAM 1STING UI;ATEI2 LINE j I i i EXISTNG = CTRIG LINE 1 t I ' ..--- — — 1 .......imli■•■•••■••••1111•■••••••••••••• i EXISTING 42 STALLS TO REMAIN 1 V Oft ---- sais 5CL DUCT BAN( EASEMENT - VERIFY EXACT LOCATION PRIOR TO CONSTRUCTION COORDINATE RELOCATION CF DRIVE WIN SOUND TRANSIT 1 12S -' TAR LINE NOT LOCATED LOADryis �AND NE CORNER OF BLDG, LOC. DURING CONS RELOCATE al GREASE/OIL SEPARATOR RBNOvE EXIST SHED 5CL EASEMENT - vFY EXACT LOCATION PRIOR TO CONSTRICTION EXISTING GAS ISLAND WI CANOPY TO REMAIN R =283419 1 1 ► L = 16170 1 • SOUND TRANSIT RAIL TRESTLE REVIEWED FOR CODE COMPLIANCE WOWS, "I tCrip p,JL _2 iC:.5 City Of litionita ButaNG p loN G' ~ A =-) , . - I ifs: r. • .. ter SEATTLE OFFICE Tr ! =' t_ -* - u79 WENATCHEE OFFICE 1 • ()W�' ; j;, t: . J _ iSC'i•I HEE , Cr) C W � � w d. Q� � WIZ W °CQ (i) W Z�� cc 1 � a J CL Cf) CC 0 < Lill ~ W u) > N O *� REGISTERED I T ; S* *TE 7i.►9'.'.G A1.1 !o �s l s � " a 'o MEND 1'; a i f f i i t m m n m v n m Z Z 4111 dig/ tIll • • s A A • Irtr m I t il.OliiSNAlO.r • ..IONS 1•1...N.1.. ■ 411.1110....... % 0 0 Q o m) 0 It -0' 20' -0' 0 f (t O Q o 0 0 80' -0' 23' -0' 1' -2' 3' -8' 103' -0' 0 Q o 4 y cr. 20' -0' 0 k o OVERNITE EXPRESS SHOP BUILDING REMODEL 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON OA m x O �o 0 19' -0' 4 0 ') t_ • Lrj I• m m II 0 1 m 0 r > Z '. ". .p.) �. 2' -2' 3'-0' 11/15/04 11/15/04 1/10/05 3/28/05 4/20/05 3' -8' O m z O O REVISION REVISION 3' -0' Z' -8' b s§ g 1 • CONSTRUCTION DRAWINGS 2' -10' 2' - i0' 34' -36' ' 4'•0' j CP ;1 to SUBMITTED FOR OWNER / TENANT APPROVAL SUBMITTED FOR BUILDING PERMIT AND PRICING BUILDING DEPARTMENT CORREC TiONS -'1\ PRELIMINARY PRICING REVISION TO PERMIT AFTER :SSL_'ANCE CITY LIGHT EASEMENT RE J - TO OFF +CE ADDITION OWNER REV - METAL E3LD BAY ADD:TiON DELETED . GLAZING SCHEDULE , r WINDOW [REMARKS k !v0. WD?T r TYPE HOC.+ I /.4...IE Q _ 9_ •-0' 1 � i , ' i'-4 I �1 5T0l�i00h? -PER Q„Ey.11T1 i'-4' I �1Lil'lars 57 - E`EvAraCIP6 i' t r14Li PIP411 - PER ELEVATKM t r .. i 5 so R - — _ ti , re sG s'. g E�4 5 " GL. E. cc _ j C�CE °E� E.E �S~ O3 I � 5.-C I i 1. ICI A -- . _ L A 3`-C' ! T-e ► ikJrt s - Pm E.EVATIOPO ---! -- -- — 21 sa k -- — -- - - - -- - IEMPSEC GLASS - - 1 GAM *EA TOTA1. 283 sa FT. J1 41!C D R 6 1E.4. - M AREAS 0C` j • SCALE: 1/8' =1' -0' e ft PEW ADDITION SCALE: 1/8' =1' -0' BOLLARD PAW OF 51M -PIPE L. - ' CC,4 'RAMC `E-_c 1, i J zT ; • t n SOUTH ELEVATION .- __... NORTH ELEVATION -- --- - -» tl 11 �.— � Fri ROUICE3' CONC. CAP 8' D.: 5 � c'°E ;;A. Fa-LED a r i EXISTM BUILDING 3 ExI5TING BUILDING (3 (4 rs i -e - .j d (2 T ' NEW ADDITION `I EXPANSION JOINT 2 ;• F U R R I P G SET4• BAT NS L. APD CAB FILL +'T COL PER snarl • �— NEW OFFICE ADDITION W/ METAL SIDING TO MATCH EXISTING MTL BLDG NEW 41.1.11. STOREFRONT WINDOW SYSTEM r=r-c • MAIN FLOOR EL. •0' EXISTING MIL 9UL.Dk A J (--- -- ROOF EXPANSION JOINT NEN 1""E =4L ROOFING OAR RIGID INSULATION 414-2!) ON SlueAlum AND FRAMING PER 5TRJCT. i W I N G IE jr MATERIAL our pee slwcnF.i \-61115 AT iPCIEMSCE IF TJ PER STRICT 2t' ROM6t MET 4r F110, MAIL oafs emu. r► drat P!� EXP. JOINT ROOF (E EAST ELEVATION SCALE: 1/8 WEST ELEVATION SCALE: I /8' =1' -0' CD FIELD VERIFY EXISTING ROOF SLOPE - NEW ADDITION SLOPE TO MATCH I / NEW GUTTER TO MATCI4 EXISTING uU DOUNSPOUT 1 III/ METRE WALL SIDING TO M4T*4 4,k1STING BUILDING SIDING t I CMU BULKHEAD WALL WI PRECAST CONC SILL CAP, TYP TJI BRG LOW POINT A !2 • MAIN � , NEW RAKE DETAIL AT METAL BUILDING TO MATCH EXISTING. FIELD `I/ERIF' - NEW METAL BUILDING END WALL W/ METAL SIDING TO MATQ.i EXISTING BUILDING .7+- NEW BOLLARDS PER PLAN -'- lE p FON �� MP1�A \ COVZ f 7AS \ tkorton‘icn V O t T�' Q� Ir � SEATTLE OFFICE -;.1•4 - ?' WENATCHEE OFFICE XtY STAT :'.•t; ;;T SU ;TE 5 iftrE_ %47 ;ACC . WL rii "A _ _. : L L 12,1 -- F r ' r . c VJ VJ � W � � W°z CL >- 0 X W IZ W °CQ z? o� .re m � cc 0 < Lu ter > oJ O 487'9 REGISTERED I ARCHiTECT �,► I R a. H STA A3.1 LAI lei NIL IND lair MEW 4 1 i i t i C I ri Q, Jaw I rn OVERNITE EXPRESS SHOP BUILDING REMODEL 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON • i J .• 4 _ 4. C C r- 0 cn Z m 0 O z • • m 0 N 1 F g 63 E rig ; 11/15/04 11/15/04 1/10/05 3/28/05 4/20/05 V-2, N v �� t i o t.ge m x SUBMITTED FOR OWNER / TENANT APPROVAL SUBMITTED FOR BUILDING PERMIT AND PRICING BUILDING DEPARTMENT CORRECTIONS PRELIMINARY PRICING REVISION TO PERMIT AFTER ISSUANCE CITY LIGHT EASEMENT REV - TO OFFICE ADDITION Il OWNER REV - METAL BLD BAY ADDITION DELETED CONSTRUCTION DRAWINGS REVISION REVISION - 4 " SCALE '- =r-C i JAMB @ CMU t G SCALE: 3/4'=1'-0 WALL SECTION METAL ROOFING TO MATCH EXISTING BLDG ROOFING RIGID INSULATION (R -2I ) ON ROOF FELTS OVER SHEATHING AND ROOF FRAMING PER STRUCT REPFORCED COW FND WALL AND FOOTING PER STRUCTURAL SCALE: i- Lrr=r -if 11/2' MTh FURRING ON WALL FRAMING W/ SHEATHING, BLDG PAPER AND MTL SIDING TO MATCH EXISTING MIL BLDG JAMB CORNER RIM r VERIFY TO MATCH EX. ...WE OF 464.4. Baal; • AST • CAP BRAKE "7- 506APE STQ E dh METAL ROOFING TO MATCH EXISTING STORAGE BLDG ROOFING ON RIGID INSUL. ( R -2I) ON ROOF FELTS OVER SHEATHING AND ROOF FRAMING PER STRUCT NEW LIGHT FIx1URE PER PLAN AND SCHEDULE - SUSPEND AT I0' -0' (VERIFY W/ OWNER) 6' METAL STUDS W/ EXT SHEATHING PER STRUCTURAL. 5/8' GI ES ON 6' METAL FRAMING W/ BATT INSULATION Ix WINDOW SILL TRIM 2 MTL FURRING • 24' oc SET 4' FROM CMU IW BATT NSUL 4' C.CNCRETE SLAB PER STRUCT. ON FREE DRAINING GRAVEL W/ V.B. EL 12 SCALE: 3!4' = I' -Os (E .8 2x FASCIA W! CONTINUOUS FLASHING CONTINUOUS FLASHING W/ DRIP AT WINDOW HEAD W/ SEALANT, TYP 1- ALUMINUM STORE FRONT SYSTEM, 5IZE PER PLANS ate CENTERLINE OF 511_ COLUMN. BEAM AND STOREFRONT SYSTEM M �- 3/4' WALL SECTION 30.c fir$ eLOcKS AT COMER - C.1R TO LE 8x8x16' CMU BULEAD WALL WI PRECAST SLOPED SILL CAP MAIN FLOOR ELEV.:0' REI"FORCED FOOTING AN DFOI,NDATION WALL PER STRUCT. CMU @ CORNER 1 1 R c - ._ W . � - SEATTLE OFFICE WEN A TCHEE OFFICE 'Ln') StAT . :,i ti� S ?lip: VJ VJ � LU w c�i�z X w iz W °Ca z W F .° —J < 4c e . CE 0 < w V/ T— v) > c%J T O f� REGISTERED I RC4ITECT ' Gj,„ I GRE' IDEaCICr A WASHING - 3h m... !v, CAF GAIE 4 « f. _ Jai 'GC �►s Su; T A4.2 IIEVISION A coma a a MEND 4 RAR SI /F 11'N BEND DIAMETER SPRRUPSf Ttf S (D) REINF BARS /3 4d = 1 1/2' 6d •- 2 1/4 f4 � 15 • 4d 2' 6d w 3' 4d - 27/2" /2 6d - 3 3/4' 16 N/A 6d = 4 1/2 /7 N/A 6d - 5 1 /4' f ' N/A • 6d - 6 ' f N/A 8d -9 110 _N /A - ad = 10 1/4' 111 - N/A ' 8d = 11 1 /4' 114 N/A 1 Od - 17' f1B N/A 10d - 22 1/2' • i -- 4'M T VIAL IN TERSE CTICN All CORNER BAR E*EN[)S LA. (AUCTION TYP. CORNER BAR DETAILS SCALE: CMU WALL PER PLAN-. TYP. ANCHOR BOLT IN CMU SCALE: • • COURE? FE N' r--- HORI7ONTA1 RE 'N � - --CONC OR CUu MATCH I+CR17. RAR SIZE AND SPAC :try FOR CORNER EMS SINGLE LAYER ' 'Nt` CJATE S t' -£+' MiN 4 - -O' *At J IS RETA;N'NG SC t 30 DI . FOR CONC 40 Di& FOR CYt! L J 1' C1.R. ---� GENERAL NOTES THE '' floNAL eUrlDiNG CORE' (INC), 2003 EDIT ION. SHALL GOVEF!+EN DE.SVN AND CONSTRUCTION_ PEF .DICE TO AST AND OTHER STANDARDS SHALL MEAN THE LATEST COON N EFFECT ON THE EC DIKE OR DATE OF OM! ER- CONTRACTOR AGREEMO4T UNLESS NOTED IN THESE DOI:ME TS OR OESNIATED BY THE GCVE APIG COX MIER EIECOvWNG FAI6LIAR WITH THE STE CONDFT`OKS TiE CO N7RAC C4? S4i41i REv'E11► All CECTZCMFck -RE A1tD rts"R11CTO4 REQURNENTS A[40 RECOmmENDATIORS. 11 PRO►ECT NVOLVES DE MCNIT N OF OCSTI NC FOUNDATION AND BaOM GRADE STRUCTURES. ANY DISCOVERY OF U? ORESET COMM THAT Mme•:? UTII!11157•H M WTEGRIN OF TR E ?Of CR EXISTING FOUNDATION SHkL 9E BROUGHT TO M A'''J4 T'1Ai C4 DrE ARCHITECT AND ENGINEER BEFORE PROCEEDING. ALL TIREFA?r SOQ -BEARI C SLRFACES %JA . E TISPECTC PIMP. TO P.ACI COT OF CONCRETE Alit REINFORCING S E T►{ GENERAL VO'i5 COST* tD HERON SPEG'Y A M'Ye,]rm Ilya W PERFOPJANCE QL'R D FOR T? PROIC AFtE NOM ON Iii W'DtML STRUCTURAL DRAYW(S AND DUALS WEEP FPQU THE: %HERA. Nr3. r•E &CAE Rrcrr 9*1 APPLY. REM TO Tit C E ATO4S FOR !tFQRMAICA4 II AD rnO'l TH{SE NOT5 AND STRuCTURAL DRAW CS. .4 GUISE OF :15..seePO OES EIETWID4 T!+f PAM ;. SPE'LL rONS. RgTSENCE SWAM. AND M RV% Wi D( MORrS'R;!1GtDNT REOV.Rf]E ITS SPAU GOVEA ki DISCRFNCES SriAu BE EIPOUX ' TO D i . E < OF NE ARDrEr AND r OGI EER OF RECORD PRA? To paocomec WTH+ AN" IRYsc MALi'ID. MOACHICLOU STRUC X DRAMS %MI t GENERAL Ah0 C.71R'.Xi i. MERE '"' OTTAS APE NOT .SPE>7.CklY IthCA'T?', Ef. - API OF A SiP..AR Ci-J4?AC .P DfTAtS WPC SIKAR CE?4: s 0� ICOIISTPJCION > ut.s. Et US ti % CC' '0 AF"-'MCvk. 3* TIE APCNTECT A.N) OMR OF PECOR ANY : BMW' wirc IG ANA SPORT G RIO. Ar" ,.t SON' 'E90M69G.5's OF T-AE l Rfr4 M pr&' :: _: 'Q^r� aC7r NC y DiCCA PoE :A.7K X Oc FANS, 1E:'4OLS, S, S"c .k . F1141 -f = M!�► 's?" tOr. va.? " ZW ' � . YRS.. Alr *ALI Or" tiE'.yAN JL C :.P.4. :Pf7 7 1R7i _ :C':.RN. DIEWOIC SibEfibai A� xCg " a►` ;1zV.K.A (A :70 X'E C :� 7 =F X ?Pk: : X16 lidOk 9 1 - 1rF' , : 1. S 3 1E• _ • _: Cilfa. ,fir FINE If'k =?4i0*i= sax -le 1� a r ,LIMY'",: iEi ME' .• CC 1• 4_ x " 1tF OIL` 4G . ; , •:i R jr: Vii► m - 4 :1/4 'i SINK 11P1V411∎3; c4C'O. • - f C F. a" - m APti . X S :8C-9; ; ='S IESIC P! :t - C 1'$�INI ,&477,; ' Pa' =fir' F C '6► ' ' cZa AIM Si 'mil IMINSE =•f r NC /47:_1": «v WSE'FIDE. - " Zs - >k `I it Se - 4 zit _ _ A i WALL N L RS[ CT1ON AL CORNER BAR BENDS EA EYRELIION 7,7 WPrJ TIM Y4S tE BEN COW :7[!J. r -CONC OR CUU DOUBLE LAYER N.T.S. A _ CORNER REINF r - - PerIZONTAI RCN: GROUT cats 0 &B.'S N.T.S. tiF iH _t 5 8'o x 2' - 6' PLAIN REBAR TO WITCH SPACING OF SLAB REINF W/ ONF END GREA.`TD OR WRAPPED IN BUIIDNG PAPER (GTR 0 JT ) - U IKATMALS, CEMENT ASTM C150. TYPE I. U NO AvGRECATS: ASTN C33 ai, TIDIES: ASTM C260. 0494. C616. MD C1017 I*TER ASTIR C94 RY ASH AST C618 Set PARAMETERS: ALIOWA&E SOIL BEARING PR£S IRE 1500 PSI: EQUIVALDIT ACNE Y+EU» C FLUID PfRESS1IRE 35 PCf EQUIVALENT ACME RESTRANED FUJI0 PRESSURE 50 PO PASSNE EARTH PRESSURE 300 PCT SOiL FRICTION COEFF ENT -0.35 SOiL DENSITY 110 POE" SOiL Mow TYPE SO COMPACTED CRAWL VAPOR RETARDER - FREE DRAINING GRAVEL • - � - EXPANSION JOINT CONTROL JOINT U 1/2 PRE - FORMED EkPAN50N JOINT MATERIAL PLASTIC 'ZIP STRIP' OR SAWCUT T I LI' • i U TYP. CONC. SLAB ON GRADE Sr. SCALE: SCALE: PERIMETER 2' CONC COVER All AROUND SLAB DWL NEW SLAB D. CONC. COVER @ REINF. & 1NSUL. SEISMIC DESIGN CATEGORY D BASIC SOSIOC- RE,S:STH; SYSTEM(S): REF. SC TABLE 1617.62, 1(K) DESIGN EASE SHEAR. V = 253 KPS SEISMIC RESPONSE OOf}F1Qa(T(S), Cs = 0.114 (RESPONSE Y001f1C ATIKN FACTOR(S), R = 6.0 SWIM ANALYSIS PROCEDURE WAS USED THE ABOVE VALUES ARE ASSUMED PER DATA PROVIDED - CONTRACTOR MUST FU.D VEINY. CONCRETE __ St4Mi. CONFORM TO ALL REQURE ENTS OF SC CHAPTER 19, AO 301, 'STMDARD SPECFIC ATiON FOR STRUCU M. CONCRETE", AND XI 318 'MUM COM REOURDENTS RIR SRRUCR Rk CONCRE - Ir S IVIN xS & CMS 2500 P4 (2B *YS). WAX. 1/C = 0.47 SLAM ON MADE fc = 4000 PSI (28 DPYS). IMx. w/c = 0 47 r3UPC.ATICNS fc = moo P9 (28 GAYS). MAz. w/C = 0.59 STNUCTLRIAL CONCRETE u N O t'c = 3000 PST (28 GALS). MIA,1c. w/c = 0.4 A WA DEgGN FOR EACH CUSS OF CONCRETE Si*i E MUTED TC s4 ARCHITECT AND MUIR Or REM; FOR REAM >'ROR TO CORS WARN NOW AL AGGREGATE SF 9W1 E UM 1D 3/4 , t. 0 r_P!a. OR AS APP!oCMTl 8Y *H: MILER OF REZTRD CALCKAI CHIME SHAH ONLY a LSD w APOc±SN. Or Tti•+E ENG EER OF RECORD_ �.�,.�. • " M IE1 , Y ON' • ': ?A'Tc SHk: BE C 4 CIA.AID ON THE PSIS 7CTili CEIDOTTUS 1MTERAL. *Wm LOA -. 5-1 SIB �r'"l. ENT PEr CUBIC YARD F R KR- t"AiTIIIl1it D MI IMA1Ni.111 SPECIE) •./C L!t 5 STALL BE ICU= Elv !IX IAF A11E1: 5S ; • M - ' ! %2X SIM .L BE i'°QMCF.D 1M r{ =OFF Iw[ FCR Ati ATE £x°'.'•Q- Fr': '`'Uyi ACM. 111CLUCING :f' •rT ItIE'D To ;Jh--.POR r' !IM'101i1S. wk:& cE E ► Sje5 CM GMT. AVID S Sake% °PBS lE 2 AD -EA'T ED CCINCKTE Se,1Ai. •;* i ' jZ LESS MGR .HON 1104-41 -MITI 1E;J lt S . ANF ;7.'s &: IKPE'E Ii0 %AL EE C. ; c�S Krttr On-Falra _ Si1.1NF AF' 1'3 IN` E rte._pc% Z7Mf t; gNCOMOFgaa'_ iti'`jFOOSAPE � � _ 41N e 7JLEPAINCE Ft %;11P 9S ILL MNFORN T ATAI QS 4ilP 'O • eZ Or '•+£ COM CM E B IRFH+ Fty 491 COAKOAPIC 14 AeSMI CP& AS : CNC AS If MIIMR1r CSR CZACrar tS mown 1wOw 0131CCE 14 s =OWN FOR I WARE FEA101 10-S1 PI .M. • =POKE - 3C'. % 5 !sSE A iL'II►- 910IA11 M' Ow FJR11WE 0:11E244 S1 aT ?w On OF Old P5 Waft MRFSS WS ~ME MIrIBIODIan IaIt.LSS NM MOM AIL EM MGM MI5 OuEl O4' A - •JMt ' MS 9wN' E hf .4► rik Owr 0"0113/ BOWL 41. 111118118 3816 91RL, E MEALS PUF 3E • S .. • N.T.S. NEW CONC. STEM WALL PER PLAN N.T.S. sr OFFSET SCALE: W REINFORCING BARS: ASTU A615. GRADE 60. DEFORMED BARS. UJLO. WELDED OK FABRIC: SMOOTH FABRIC, ASTM A1$5. OEFOFBED FABRIC;, AM A497. TIE 'ORE 16 GAUGE OR 'GNU, BLAICX ANifALED. b OR 2 1/2' YIN. EXCEPT AS i100F'ED EIOW, CONCRETE RENFORCOIENT SHALL COWRY TO DE WEST EDITIONS OF PO 315 me 318. u NLFsS 01FETRw& APPROVED BY THE E1ofR OF RECORD, ALL ASTY A615 RONFORUNG STEEL Sim. HAVE AN ACTLML YRD STRENGTH BIASED ON MILL TESTS TWIT DOES NOT EXCEED 11E SPE 1 D MELD S1RfJCTH 6Y MORE DWI 18,000 P. IM AMMO N, THE RATIO OF 'CRP/ MOW TILE STRENGTH TO ACT IENSLE Yin STRENGTH SMALL NOTE LESS HON 1.25. FE1D RE 011 BARS SLIM! BE BENT COED THROUGH Ni Atci NOT GREATER THAN 90 DECREES, MC SWIM. ONLY E &NT ONCE 8MtS PAAITPILY EMBEDDED N CONCRETE SHALL PVT E FEW BDiF LESS NOTED OR S 1t d WHOM% OR APPROVED BY THE UlI EER OF RECORD. EMS THAT DEVELOP CRICKS OR SP fis AFTER ERG SHALL BE REPLACED. ilLanica LAW ALL CONTINUOUS RINFDRCENENT 40 EAR DU VMS OR 1 INIR>ti, WOES DIED OTHfR•SE PitowN CORNER EARS AT All NAIL INIERSECTIC06 NO LAP 30 EAR ONNE19R5 CR 1'-6' MMIIUMi. FOR WELDED •RE iESH . LAP All EDGES T-1/2 1E94 ilsmwl JC80 APPiiO LED D wir AL COMECTI0I6 WAY E SuBSITTWED FOR LW SPOOFS N SONS L0CATX116 F MGR *Mat 6 RECEIVED mow DE DOM OF RECORD. SUCH COP MECTid6 SMALL OEVEIOP AT LEAST 125X OF THE SPECi'ED YEW SRDO11 OF 1H4E BAR MOM ITEM OF REH1tING BARS SFOLI CONFORM TO ANSI /AWS D1.4 REWORCEMENT SHALL NOTE 1EIDm (ML A MIEJAl ANALYSTS 9.WFUJU TO LJRME THE CJIiEiON E{11,9MAlD%T 5 PAD. THE O RAN (O IVALfNT OF COMM WEI BARS Bittl BE CALCULATED RCN N THE CHENDt COIP SITUOI AS 901 >N si€ I111 LEST REPORT. F mILL BEST REPORTS WE NOT ramullf. A MEWL 411025 94K1 E wa OF BARS FORIMDFFATWE OF WI EARS TOE > ENDED TIE Cu'H90N EOJNIRDE (CL) 511111.1 NOT E)ICI D .55. iREINFORC1rG BARS MEFTNG AVM A706. OEDED TO *ET T1f 11111111111Y err EE USED IN ((U OF TES1C. SPECIAL DEFECTION 6 Ifs FOR Ail FE1D REAM_ agrErLiagt NMtNM CONCRETE CDNE R FOR RENFORCaDa SHALL E AS FOLIO'S. UMEESS NORM OTHEME MOVE cis • KJI16T A110 PEFINIDRY - e , J -0 &RR- Mari E rPOSI D 1D EARTH OR REAMER k .- - CODE OMB 'D WM' OR /Fl►1i4 1 t JAM :s N E NO $ COII.3 A16 P � 3R fA rte O WiLS - gib 3' , -1 I2' 2' 1 -'12' 3/4' MNFOICELNIIIIIt EXCEPT' ilS 1100FED R10N1. ElF.JcED MOO" SM. OLEO% TO zf iAR37 omits c'E r*f iam maE>iFs sc Derty 21. AO sic "alum com ZOLI III S 111501Pir u ..l '. AR +HAG MIN OMIPIC9F. SAINgsk �'� o ?•f WSW' Y 31‘s. E 1 500 Ps a' A WS, MED am MC TU 2 ; rap CU" 111601Rv AQ .AIL M:2. FOR COE.$E iVISOfN'► lN>;.$17= 911111 E MOO ROD TOM R =MIKE ON I MU 11112 AD &'SECTION ?:as. LSD Mir PPM UPC NUBIA 00113 EE WSW MS 4511 at ; l 1111111- I01 =an JIM IG 1019. Gam. nor S AID It SEM 714:1 " AEI► E MEI 0U111011011, Oi r83 OPEINSICE a Z ! 1 203 70) 011.1 C SHWA 91161 E WIN PSI Ili 7f MIS 1115011-. SNAIL ler E 116 a Sic KU. MEM IL E IA I MI AMP OM Al SC SECZNA MVO 11101 MNr 111E 111159 dI O# FENCE II It TIC raid NMI =WE 9 SIRL E 7IiE PSI AF 7B a FOR STIRRUPS AND TiES FOR REINF. BARS REBAR BENDING SCHEDULE LEGEND d - BAR DIAMETER BLOCK PATTERN: USE RUNNNG BOND LESS NOTED OTHERIMSE. •a N.T.S. RERNfORONG E3I1RS: ASTL A615, GRADE 60, LJ!&ESS NOTED OTHERWISE. LAP BARS 40 DiAWE TERS AT UNLESS NOTED OTHERWiSE. JOINT REPfORCELIENT: ASO4 82 FOR SMOOTH /RE AND /STY A496 FOR DffORVED w1RE. USE TWO LONGITUDINAL MIRES NOT LESS THAN 19 GAGE LAP 12' FOR SMOOTH HARE AND 6` FOR DEFORMED MIRE AT SRXES YIISOh'RY RONFORONG SUED.: ONE 15 VERTiC(AL BAR N A GROUTED CE1L SWIM. BE PROVIDED AT SPACING INDICATED ON THE PLANS, BUT NOT £XCETDNG 32' ON CENTER. TWO 15 FULL-HEM VERTICAL BARS SHALL ALSO BE PROVIDED ON EACH SiTE OF OPENINGS. WALL ENDS, AND INTERSECTIONS. UNLESS OTHERM& NOTED ON THE PUNS, BOND BEAMS MATH TWO 14 HORIZONTAL BARS SHALL BE FRONDED AT A SPACING NOT TO EXCEED 48' ON CD(R. BOND BEAMS SHALL ALSO BE PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALES. GROANED CELLS; Fill ONLY CMS CONTNNNVG REINFORCING AARS WITH GROUT, UNLESS PLANS SPEG:FY All CE1 S TO BE GROUTED SOU GROUT POURS SFLALL NOT EXCEED 5'-0' tN HEIGHT UNLESS MAHOUTS ARE PROVIDE). LOCATE CLEANOUiS AT THE BOTTOM COURSE: AT EVERY VERTICAL BAR. OR 32` ON CE=NTER FOR SOLID - GROUTED MASONRY. REFERENCE AO 530.1. SECTION 3.5 FOR GROUT RAIMENT. EP4>IY EMETEDNID(TS: UNLESS NOTED OTHERWISE, ALL EPDXY EMBEDDED MIS CARED OUT ON THE STRUCTURAL DRAWINGS SHALL BE HiTI HY -150, OR APPROVED EQUAL ALL EMB DOED TNS SHALL BE INSTALLED PER TrIE EPDXY LIA UFAC UZER'S RECOMMEMAT10P1S. EPDXY EMBEDMENTS SHALT. BE NSTALLED IN GROUTED MIS ONLY, OM.ESS NOTED OTHE RISE ff EXISTING Cal IS FOUND TO BE HOL1041, ADDT11ONAL GROUT SHALL BE ADDED TO FILL AN 8' WE VERi1CIAL COLUMN DON TO 1W FIRST BOND BEAM BELOW THE EMBEDMENT. IISEECIM PERIODIC SPECIAL INSPECTION OF STRUCTURAL. MASONRY REQUIRED FOR TH5 PROTECT. SPECIAL INSPECTION AND TE51NG SiAlJ. BE p4 AC 0ROANCE WITH DC SECTIONS 1704.5 AND 2105. EXCEPT 6 MOWED EEION, STRUCTURAL. STEEL WU. CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING DOCUMENTS: ENiS: AESC 'SPECIFICATION FOR STRUCTURAL. STEEL MM . AM ALSO 'GOOF OF STAQARD PRACTICE FOR STEEL OW/NM AND BRIO S'_ ARTERIALS; STRUCTURAL STEEL (OTHER SHAPES & RATES): ASTY A36 STRUCTURAL PANG & ROUND 1f& ASTY A500, GRADE 8 STFE1 PPE ASTM 63, GRADE B KO NE BOLTS: ASTM A307, GRADE A HIGH- STRENGTH LETS: ASTlII A325N, TYPE 1 ANCHOR BOLTS. ASTM F1554, GRADE 36 iHREADED RODS: ASTM M6 HEADED SHEAR STUDS: ASTM A10B, INSTALL IN ACCORDANCE WITH A1S D1.1 SASE PLATE GROUT: NON- SHRNK, MINOAN fc = 6,000 P9 AT 28 DAYS wEl1�: ALL STRUCTURAL wE1DNG SHALL CONFORM TO AWS 01.1, 'STRUCTURAL $1Df1G CODE:- Si111.'. WELDER'S SHALL BE CEiRiiFw N ACCORONICI MTH AMS/WA60 Rf 0IARDE?IITS. ALL MID II DS 94N1 USE (70 EIECTROOES, MESS NOTED OTHERMl5E. All F;QD WELDS ANO SHOP 11E1DS FOR BIKED FRAME NO MOMENT FRAME COINNECT1016 SHRI USE E70 EIECTR'OOES WITH A IMAM CHIN V -NOTCH TO QNSS OF 20 FT-LBS AT -20 DEGREES FNIPINHEIT. 9101 P*T1dG: STED. COICEAUM BY EULDMG F/091 OR IN CONTACT WITH CONCRETE NEED NOT BE PANTED. ALL OTHER STTIl 910tl BE CNN ONE COAT OF SHOP PyWT. IN ACCORDANCE 0TH SECTION M3 OF THE MSC •SPEcr C ATI0N' AND SECTION 65 OF THE MSC 'CODE'. MESS NOTED OTH#RNEE. OCEPT AS 1100FiED EELOAIi, COED-FMB STEEL MOW 9 MI CONFORM TO THE LATEST moil OF THE ASI • SPECEICJATOII FOR THE DE S/21 OF COLD -FORYD STEEL STRUCTURAL MEMBERS', AS VEIL. AS /3C SC1O 6 no9 AMD 2210. Aii MOMS SPECIFIED ARE TARN FROM THE UATcESi PUBUCA BO OF PE STM. STUD WNUFACTURFRS AS50QATION. MOM 43 MIL. (18 GM %E) s I Q41 R Asti A653 SS, GRADE 33 54. 68, & 97 MIL (16,14. Mir 12 C>AMUE) ASi11 Ab53 SS. MAX 50 AILISOf: ctus-fixma ST El FRANK MEMEIERS SHILL BE Or THE 92E AN€ PROFILE AS SHOiM t,I TK S'TatJC- MRCS. /EMBERS RS EQUVIWDIT e4 WS_ Ste, 71;1'MM. NO STRENGTH BY INNUFACTLRERS NOT Lr" ON THE CO►VNCT OOC ADEi5 is AY EE SkeS"RI ED FOR FRAMING WEIRS 9 t Ai i ato11 KW 9Vii BE 7J9JECT i0 RE11Eti AND AMOK 13Y T•$ APO4TECT NC mEER OF oc ;r MCP TD FAEJATION AMID E1ECTIOIL Ni READ RCM NC 9F GIIC Si*i BE FWD Fri STEil 0< 7 SAW AIPERIL imam (IO) as THE STUDS OR JOISTS TO INCH 1 «1EY NEB 411 1.0411 ICED DEL - POD Sra MINK MO RS Sill. Et OF 7 9i: MC =Ord AS gel cps M 0 orics. MEADS WIN N! M 94 Siff, SIFTWSS. 4 10 •! 3:' II NU MC .RS %_ :.'='ID 1711 n{ COMIZICT MCLAIN'S INMT E SLIBS10L'W rt iEMNitS 90114 X?.P!tMT: NEl WS 941ILL aE T To REVD AND *CROW 11" T►E 4004TECT DNG»NDR Cr REM .FOR TO FMOUTICI4 AC MUCK kl EOfMD r44C15 V 34ArL 9E Ft'OED FROM S:! 17 ' SALE 11A 114t 1NOr.4ESS PUCE) AS THE SIDS J CS 7 %1 1040, 147' t A7710 y. L14/SS ICI: V+ERNIS1E ALL S 'W. MOWS Ski PM G-Q MAWS M'AMG ;ER A911 14653 S R.1113 ilk NW IR 1.11 IA t T 7 MOM OOH PS 1 -116 RS ON ARi. MI I 41 41001 NM ASEI ► AE R IrIS CUM ME MILS COMM Ni NO .- PI amlows WW1 9i N1 -E sr wen et MW. F+6 OF ZONINVIEMS 9RL E Sat Sic - L1NIIXNt 91311145 OR POWDER scliin =+6IEMEZ5. (►'E' I-01 Oi' E010161)4 EVC'tP _ AS 40111F0 KIM V009 . 9R1 CORM TO LAWS, EOFOE OF 1+E rOLO Ac 000.11311S R OweEW 21 A C IOW C.115 WSW. AIQ Ti4F IDS I INOMPL ' �9R SPELNICAROr - /-- FOOTING, Pf R PIAN - / TPf NCH MN. I SCALE: ._. . , t . NO DIGGING FOR TRENCH PARALLEL PIPE TO FOOTING BELOW THIS L'NE - NO PIPES TO FIT PLACED) 1tMSTHIN T1+:S JOLCTS - - - - -- BEAKS AND POSTS- - _ .. STUDS 14 :t ray. ►..�!! - 1.111■-I11•1••. . -'.. - 1� ..,mow,• ,� f- .�'.'.�'. .'.�.- .- NO1; 1. SEE NOTES ON FOUNDATION PLAN FOR ADOTTIOWAt REINFORCEMENT. 2. PIPE & CONDUIT MUST RIJN PFRP THRU *AIL 3. VERT. & HOPI. CLEAR SPACE BETVE N ADJACENT PiPE SLEEVES SHALL NOT BE LESS NAN THE DIAMETER Or THE IARCER SLEEVE NEW RIGID iNSul-ATION A EXT 0 x N ha STRUCTURAL IUtdBER STALL BE AS FOLLOWS, u)LESS NOTED OTHERWISE. KEICIOCk INSPECTIONS SMALL COMM TO IEC SECTION 109. ____---- _ 1 4 111-F'R 12 - - - - -- - - - MEIN -FiR f - HEL -FIR 12 OR ENTER CARDED LAION ATD TIDE GLUED LAMINATED TNHJEER SHALL BE AS FOLUMS. UNLESS NOTED ONERWISE - - Al_ 1E 41G' c . a► x .a"Mt: isPr. - - 4► rove. r te 'gC%.7•70/ 7 _ • - - > -. o�rA . ( :-c 3 - a: x : " : a - -- - - 'WM= 9<7 - =OP 7 4; :tam: .. ? 14."FiEv a sisca.„ roritiP'w.ib • AND4 - Pc - - :77 afitI1Er -- WOK ,N► ?cam _ Vat r t 1"f a .�' 7 is :r' ' Z''f . [ ItCRg ;- :EE fAE wyMICNC OMu' Iraq arac IIMM ego 411x! .. PlAcitS MIMED 11 1N4 iEO►NN % SEAM 1"'xw S SAE 44.0. 'i' t'Pf CD OCCUPS - - - • YIN '- -- p: :)E SIE VE I 0 OF SLf f\I Si'ULI HE 2' 0414) AARGFR IH..AN Q.D. OF PIPE TYP. FTG. CO PIPE OR CONDUIT ALL DIirE IONS NOTED ARE NNW NOV) WOOD BFARiNG ON OR WITHIN 1' OF CONCRETE OR CIA/ OR CHIN 6' OF EARTH Sl Wl BE TREATED WiTH AN APPROVED PRESERVATIVE. PROVIDE MILD STEEL PLATE WASHERS RS AT ALL BOLT HEADS MD NUTS BEARVNG ON WOOD. WEPT PROVIDE CUT WASHERS AT SC. PLATES. WN1WUU FASTENING SMALL BE iN ACCORDANCE WT H IBC TABU 2304.9 1, MISS NOTED ONET71MiSE. All NAit.S :4 TREATED TIMBER SKILL BE C»ALVAN!ED. SIMPLE SPAN----- ____.._- _------------ ____ -- __DOUGLAS FIR (2 iF /DO CANTILEVER AND CONTINUOUS SPANS DOUGLAS FIR (24F - V8, OF /OF) PROVI0`E WET -USE ADHESIVES_ MOISTURE CONIFNT All BE 16% MAXNUM. W000 W RING OR 1' 1 LIED WITHIN 1' OF CONCRETE %NI BE TREATED MTh AN APPROVED PRESERVATIVE. A CAT OF DC SEALER SHALL BE APPLIED TO THE ENDS OF ALL MEMBERS EXPOSED TO M1F.ATHER AS SOON AS PRACTICABLE AFTER END TR1M1ING. AU. NAILS IN TREATED GUIDER SHALL 8E CALVAIZE? CAMBER ALL OtUED LAMINATED BEAMS TO 3. 500 -FOOT RADIUS UNLESS SHOWN OTHER PSE ON THE PLA? . Roy S T m: ROOF SHEAT/MG Si1All BE 5/8' (NOMWAL) APA -RATED SKATHTNG, 32/16, EXPOSURE 1, SIZED FOR SPACING. INSTALL PANELS WiTH 1/4' SPACING AT END JOINTS AND 1/8' SPACING AT EDGE JOINTS MINIMUM. NRUNG SHAM BE 10d (COMMON) AT 6' O.C. AT SUPPORTED PANS EDGES AND 12' O.C. AT IIIERYEDiATE SUPPORTS. UNLESS NOTED OTHERWISE. INSTALL PLY0000 SHEATHING ICH FACE GRAN PERPENDICULAR TO SUPPORTS. SEAR MALL SHEATHING AND FASTENING SHALL BE AS PECIIED ON l}4E PLANS. WKAINUM KNL,'lNC WHEN NOT SPECF'ED SMALL BE tOd (COMMON) AT 6' O.C. AT ALL BLOCKED PANEL EDGES MD I2' O.C. AT INTERMEDIATE SUPPORTS. PLYWOOD PMIE1 EDGE BLOCKIiNG IS REQUIRED AT ALL SHEAR WALLS. PRESERVATIVE TREATMENT: UNL..SS NOTED OMLPMSE, All LUiiEER AND P1.YW000 REQUIRED TO BE PRESEWAT'1E TREATED SHAL.t. BE PRE.SSuRE TREATED « SHALL BEAR AN APPROVED QUAD Y MARK OR THAT OF AN APPROVED 413PfC71014 PCD1CY $901 WIF1TAPiS ODNTlWPC SIP RYCSiON. TESTING. AND *PECTIN OVER DT QUALITY OF THE PRODUCT, AND SHALL BE 1OENTTIED. ALL CONNECTORS ANO FASTENERS W CONTACT WITH TREATED 0000 SMALL EE STAXESS S E. OR HOT -DIP GALVANIZED E. Itat.i) J01S1S PIMD BEAMS SHALL BE OF TIE SIZE AND TYPE NOTED ON TH1 STRUCTURAL DRAMS AS MANUFACTURED BY TRUST JOIST MocIAJ*N. OR APPROVED EOlJM. JOISTS SHALL WAVE LOAD C R�ARRYL'VG CAPACT'TY W ICCORONCE NtiH MANUFACTURER'S PUBLISHED LOAD TABLES AMID %NI BE INSTA L D PER MANUFACTURER'S RECOMiEM T1OMS S IDAT SHOP DRAWINGS. W!W PIM LAYOUT AID REQUIRED CONNECTION OETANS. FOR REVIEW BY THE MINCER OF RECORD PRIOR TO FABRiCADON. N AMOK TO THF. INSPECIOIIS TEO RED BY 'BC ST:fON i09. SiMAL. iIIINSPECTION 9*L BE PROVIDED IN AIXOREIN CE WITH THE REQLLEMERES OF a Csoprgo 17 col K. 1WES OF wow tErm IN sEcnolis 1734 NO 1107. SPECK iNSDECT10RS SAL NCLUDE. BUT ARE NOT UIVTED TO, TIE FOL LOWIN PINS: -- WOOD C4APPRACAIS AT ROOFS, F' OORS. M %OlI TICS (18C SECTION 1704.E i) DRS1'JIG STE SOL CONDatONS. F'.i PU FLINT. AND LOAD-BMW IREOLAREMENTS IBC C'i1ON 17" & -7) FiOUNG 2ECIEtINMN: ! ON -SETE ST AJCP A . 111G_1DING (BC SI ION 17,a 3 i - - SINAI -PASS RIFT I T i a DS NO EV • • 6. 2. 4 4- ST :' h BOLTIG (8C Sf C''7M -- BFfRIIC -„PE COVECTUONS 3. PECTIN OF PEFAEST. A ag.JIIE. !8C 5~OIII 754.3) 4 CO : ccp6' _C7iLM► i DC SZCTIa1 + ill 4; -- Pia OF RrNFORD4C s a Ole 0 SLAG 1 _4OGA6 5 YASONN COISr';IJCIO>r `ac %no% / T \. ■� - .'� ^ 1E1RTARR //./�� � \�/ / \� ►� ME'rT. ANDOS. ". • 5 C� *?1t C. C's 6 SR XC f3 .I� I h • M � 3. - - 'sr; 4) •:: , W44 act -' }T: -'� EiiA► . NO ►+Ot i1CUIRS) r' MID -FM... S1'_ r-VMRV; 'BC 7:101► •..._ 4 - - FICILNINC CF CaP'7(47. a-Swr 7.7or 111 )6 AIO 11SPL. Rica SPE:.A 7b C' 6 VC• I •":F 01"77434 =' a : •' fr as .. • . •F �7/ til s- NM N. T.S • i 0. 0 sn PKJB ARCHITECTURAL GROUP P.S ' Anti 0Fnc 603 STEWART STREET SUITE 707 SEA TTLF, WASH►NGTON 98101 (206) 624 - 3210 FAX 624 - 3243 W NATCHEE OFFICE 112 OLDS STATION RD. SUITE B WENATCHE . WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 man RS U IMMO alr"JCED NIL U) W at I.- .J W C!) Z o Q �- 0 zQ Z r�r�� 0 c =.1 Q 0< LIJ cv) N 0 s e S0.1 U, W etc S I CEMO EXIST. SLAB & GRID "A" COL. FOOTING TO ALLOW FOR INSTALLATION OF SHORING SYSTEM r — • 2 21' --O" REMOVED BAY `---- CONTRACTOR TO SUPPORT EXIST. BLDG. COI UMN DURING Di VO, UNTIL NEW END. is iN P Ct 4_ Hr,Dt CONT. CCNC. GRADE BEAM t 12x58 SOLDIER FILES ;h 24 "0 AUGE RED HOLES - V SHORING PLAN SEATTLE CITY LIGHT (/ EASEMENT LINE (4) #3 TIES EXIST, COL & BASE PL SHORE & REUSE EXIST. COL. & BASE PL. NEW NON- SHRINK GROUT BED NEW INRLL SLAB ON GRADE — CNC. GRACE Files PER A/S1.1 EXTERIOR WALL OF BLDG. LID #3 TIES ® 12" O.C. • oc V TYP. GRADE BEAM SCALE: 2" CLR IR 8" II II 10 II 1I 11 II PER PLAN a, #5 x `" FND. DWLS. r CO 24" O.C. CONC. GRADE BEAM #3 TIES NEW CONC. PEDESTAL (2) NEW 3/4"0x 1' -11 " A.B. W/ 4" HOOK SUPPORT OF CORNER COLUMN BLDG. SLAB W/ THICKENED EDGE } (3) #6 CONT. TOP & BOT. SOLDIER PILE BEYOND PER PLAN & DETAIL C/S 1.1 3/4 8' OR MATCH EXIST 1 8 "x1 -8" SO. PEDESTAL ---� - NEW L 3x2x 1 /4 TO MATCH ORIENTATION OF DEMO'D ANGLE #6 ART. 0 [A. CORNER Cr PEDESTAL a TOTAL.) *1 S . r'+C IN GkIDE BM. ( A -O 8" MIN. W. CURB W/ (2) 14 TOP & BOT. CONT. THRU CORNER PEDESTAL 1/4 1 -1/2' 1/4 1 -1/2' L3X2X 1 /4X0'- 8" LLV w/ (2) 3/4 "0 X 1' -11 " A. RODS STRUCT. CONC. ENCASEMENT SOLDIER PILE - - -_. FINISHED EXT. GRADE (2) # 6 x N, DWLS. 0 EA PILE MAX. ALLOWABLE EXCAVATION DEPTH WITHIN SEATTLE CITY LIGHT EASEMENT B.O. PLATE A • TYP. SOLDIER PILE SECTION A -A STEEI PIA!! GRADE BM. OWLS REVIEWED FOR_ CODE COMPLIANCE A000tw I) 1 _ AUG - 2 2005 ------ GRADE BEAM PER PLAN & DETAIL A, /S1.1 B.O. GRADE BM. ,t, T.C. CONC. PILE 1" THICK STEEL PLAIT. B T'WN. SOLDIER PILES ENCASED STEEL SOLC'ER PILE PER PLAN FILL AUGEPED HOLE W/ STRUCTURAL CONC. (M N. f c = 3,OCO PS; CI 28 DAYS) • GtY Of Tukwila BUILDING DIVISION �vv , SEATTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE. WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 wENATCHEE OFFICE 112 OLDS S TA TION RD. SUITE 8 WfNATGHEE. WASHINGTON 9880? (509) 664 -- 5181 FAX 665 -8750 W H ---s a � co z o Q F- W Z cc Q Z 0 cr Q 03 "&"" Q CO ° w (o r M CV T V . CRA» RLS L4 11/t5/04 AS AO np 0 S1.1 I, i 0 i I i 1 1 I i S i i f V I• , • .1 • .11 I. ;; i N f 1, f • lr I• •1 • 11 •:I II •• 1• I• •• • f. 1 I '. 'I' 1 •1 ,• I. • f1 • 1 • • 1I t •. , • i••• •1 Or' • I, • • • r• O. F1 • Ii It • c f1 •. 1 t • C ' i ▪ •• • • ••• • I' � 1 ' 1. IPS •1 III •I ♦mow I. • 1• • I o 1• 11 •• I, 1 I •• /1 •r i. 1 .,, 1• • • • I. 11 f ••r .1 '1; I , ,: I• ti II ,•I • I I I• I. • r• r ., .� fI •• • 1• • 1. I • • • • '1 It /• • t , •• I• TI I • I. • e t t ,• it •I 1j• , 1 • I•t 11 •I • I• I I• - It T. t R fi ' • I tai - y ., •• 15 If II II 1• •, • 1• •• •. 1 •`, 11 • • 1 1• •I • • ;I I. • . • • I 1 • • 1'I I , '4• - • 1 • • h h • . I •• ft .1 II ., t� I' I• am t. 1. .• 1• .• • 'f. -r • • • 11 • 1 I • , I r•1 I1 II t • • •• , • ' 1. �• • ' , 1 1� , It .1 1• 1• L C • 1. 1• 1' rII •t, • 3 . • .M. V imam • '•1 • , '1• . I' • rI , • f ' • . 1 . t • • •• • ;; 'I 'I ►• • It • 1 • • ' I I 'II II II • 2 • • tv :• '1 0. •1 ' I• 1• T1 •I • 11 I I' • " I S. • t , 1 II I. • 1 ' I' •• I= I. • T 1 •.1 • t • wash $ • •• e x e I t e c h •'n ••• C 1 - I 'I) • • 1. I 1 • f, t f• 1. '1 7. •I •I + • I • • 1 I1 • 1 - • •I 11 ,•1 r' G I• ;•1 I I • !' taw r r r � rf �� It, •I .. -t1 c�) 7. I. c;7 1.11 T n T I^ 1• 1. 1. r r.• i• tvf � f rr - ,roff r •' raw • r • •i I:••••••••...4 Y •, ' , • 1 � • 11 Uri' 20E 1 -1,'4 410 O E P 40 AO 4 14 SHOP BUILDING REMODEL 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON OVERNIGHT EXPRESS t • • CD cr REV1S10•4 TO PERMIT AF TER ISSUANCE i CITY LIGHT EASEMENT REVS TO C.FF!CE ADD ! REVISION REvISION 1/15/04: SUBMITTED FOR OWNER1 APPRO'. !BUILDING DEPARTMENT COPPECITL2NS • - -� I es 1 I r MOMENT FRAME ELEVATION SCALE: • W1C Cut) BUJ( HEAD WALL 1 /2 =1' -0" • I• S31 T O. WNDOW PER ARCH. 10d 0 16' 0 C. ROOF SHEARING TO EDGE NAZI NG SIDE PL 8%1 /4%1' - O W/ (2) 3/4 BOLTS 3-1/2 2.0E PSI PL. EA SIDE 1 /4'x8'x0' - 8' W/ (2) 3/4'0 BOLTS BRG. PL 5/8%5%1' - ROOF CONNECTION TO FRAME SCALE: SCE: CONT. BEAM 0 ROOF EDGE TYP. 3/16 V BASE PL 3/ (2) 3/4'0 HEADED A307 A. BOLTS ADD (3) 13 11' -6' FLAIR PIN TES Fn�G PEF 9 /'S5 ' 1 1/4 r I ' -0 ' 6 PLAN DETAIL GAP IS TO MATCH wax OF HSS COLUMNS I I I I I I '- I I I • 1 i HSS COLUMN TO FOUNDATION r_ BEAM PER PUN CONT OVER COI WA - • HSS PER ELEVATION • 1- -1/2 " w 1 -0 USE WASHERS 0 TN'S SIDE (NO SIDE PL) 1- 'f2' =t -O OUTSIDE FACE OF WALL non -sic GROUT BED IND SCALE: TOP Of FLANGE > 3 1 TO HSS / BEAM PER ELEVAf•ON — — 3/16 STEM 3/16 } HSS - v WI 5)014 6* TOP & BOT. W/ (4) 3/4' • A325 ROC'S ----�\ `‘. 'SS COU1iil+i PER P,AN - \\ \\ L t ,} 'J2 BEAM TO COLUMN CONN. PLAN DETAIL CC • PER P',_AN 1- 1/2 ~ -1' 1 • C . Itb • 4 —.-., _ fir' : _ • r - ! - _ • ' - 4 -' , . . ti • �. -• • C i• • - 0 W U U (t) W < = c O W 0 W F •• ~ U W fuo re QtC Z O 0 0 5 5 5 5 W W W W MMMM PKJB + ARCHITECTURAL GROUP P.S. SEATTLE QFFIC 603 STEWART STREET SU: TF 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 32 4ENATQ EE OFFICE 112 OLDS STATION RD SUITE B WENAT( iEE, WASHINGTON 98801 (509) 664 -- 5181 FAX 665 -8750 (I) C') W CE J Q W(nZ ▪ a ›. 0 < 0 W � Q E . z�Q I E5 ac � ' R J V m Z Y Cr I W W N / T 0 V S X RLS cmEaam IAN DAllE 11/15/06 SICALL AS Jam NI/ 1 V • TYP. EXT. CMU WALL J 8.4 II . . s. 1: o: • • • : • .1 • : ki • 4 • / / //- 1 • • •1/4 t 4 ....•••••••• - WOOD BEAM TO COL. END CONN. he, TYPICAL EXTERIOR WALL CURB FOUNDATION t I : • • - - 1 ■ 7 . 's '••• •;•;;- • Ii. • _ - *.; • • ROOF FRAMING — JOISTS PERP. • ; . 7 •= :::"! 1 _. 1, • _ - — • ; . ■•• F 4i - F '- C,■); rEP •. • .-_;.;!• • • t': TYP. EDGE OF FOUNDATION _ _ • / I. ,, WOOD BEAM TO COL. INTERIOR SLAB EDGE f: L : • 4;" / • ; - / // (.E - c.... ,,, / / 4 C-:•,:7 C .P P E) cEltc.7- El.'zs: /., r t2) # PEFIYELP iS , T . ..r- i- : // / .• T:e.-71":', ' / 11'.... FLT6 .- t / • ; : / /, / r , , , 1 . r i , .....i- , / ! ' • , ••• , ..1 :• ••-. _..1 •; £ lII '• •• I ; ! p • , : •••;•... I A • • : : • _ • ,--- HIM 1.1.!77.4.! Er S .444•10•44 SECTION A—A SECTION B—B C3 PE; .1,11/435 FL; ik • •0 CM) 01'•"•LE 1 1( - r • —.4 A B pp: r 14' ; • METAL STUD WALL TO TOP OF CMU WALL C.C4 e : t ,. - -I A. _lI3 RE / ' ......---..... --..., 1! l'r 1 , , N ....... ........ 11 ••• ■ i 1 .. ,,, NEW TO EXIST. SLAB 1 1 'I' .. ; 1 ., ,..; , e i-- ; 1 --- III i .--- - • r - -- -------- - / i • • ___/._ r - / • /•'• ,•-••• .••• k -•‘ HSS COL. @ EXT. CMU WALL 4 1 V 1. A . C V _______. . L I. • r 1 1 :,F r II ! • - -P • ..7' • -•••" 147 - II • PEA -- S : I ip■ ••••••••■••141M.- ANCHOR BOLT @ SHEARWALL .t1. III - if 1= h • .:_• ,"! I :': • , I t i i 1 t,.' ; . , I I i i I r ... ...." 1 ■ .•• ..." . e ,...,. ,. . .... . . ....... --:./ • 1 „,• - , • • ''''r! • ).,,. .._,..> %e • •••• - . • I 1 • _ Ti : I l , • • • "---: I 1 N ;-• • TYP. CONT. FTG. @ INT. SHEAR WALLS HEARWALL HOLDOWN • • ir• • ••• , ; _ — : • 41, •• 7 .• - • - 6.1 • 1 t1 l : >,. 7 • • lb N i : - N. NN "EXPIRES 0,- 11 OS I Cl ci: ft Li U fi • -Cc-La- 5 4174' • 0 cr. p cr cr• LAJ • c2a L t i() C'1"(:) ? Li LA 1- CI "' Z • u-) ; tr c-4 kg■I; r) zz —1 • C.) • - 1 Li f_ L.- rt ..•••••4 .••••"4••••••• • -•••■•••• •••••••■••••• .......••••••,••••■•••••—•••■••••••••■••••••••- PKJI3 1 4C, ARCHITECTURAL GROUP PS. SEATTLE OFFICE KNATCHEE OFFICE - C • !:* - 0 LJJCD 0>0 W Z CC Z (/) z g a cc C/) cf) ets r • -s a :c S5.1 41 • I r _pw••••••••• •••••••_ • Portal Frame Radians d Una: A It E I.D. 0 Nay: AM reaction are shoo in Kits CI 1 A Negative vox, Makes 11'4 appal* drectiat Front Si ONE Nor + Bock 911 fr _ FRAYS OPENING Yom + Nan + Wahl GM Ilex Her Mon 0.611 + E1 1 -3.9 -2.4 0.0 06•01 + Ml. 2 4.7 -24 00 .6 + 18R 1 11 24 00 ..6401 + MR 2 -19 24 0.0 .6lu + Ern(1) 1 -180 -103 0.0 5 + 640 2 18.8 -104 GO S'a +Ean(R) 1 188 10.4 0.0 .611 +Em(R) 2 -ISO 10.3 0.0 01Y. I.D. Mridlh Remarks 1 © 11'4 0.11. DOORS ONE 3' -4' FRAYS OPENING coy, - w 0 O 0 0 0 rY 0 0 1 0 N t 0 • 11 1/4" 11 ? 0 t 11 -0' 21' -0 0/0 STEEL 1' -o 1o'_06 F1� A PORTAL FRAME BP-011 I BP 03 ---[BP-02 � I BP-021 i BP -04 BP-02 1 BP-01 j PORTAL FRAME BF -03 2i-0' +- 0 ;0 STEEL z -J 0 U J 0 aY w U 0 F- W w (I) v 10' -O' J n Y VB 1 I ,_ 3 ' 0 0 EE 0 0 1 0 ANCHOR BOLT SETTING PLAN W 0 0 1 CO #40 . 4 DIAMETERS hA f. BEN [60E1) b\f BMW: Y1NUAC RJR b* iJ Ow A &. IENG I TH kElni Std Aft TEPOCM. iCkic MENT. EIMEc11D1 E HOOK LENtirti AN1)M Btu TS 14 If �N: TE DESK RESECIGBIUTY OTHERS ALSO DESic l Of AAR NGE TENSION PtA 1ES. tt OS. Ali; APO 4 EYEDOED WIER' IV THE 03PIC,' TE %1041 Et DES D P/C PRNIXD BY MRS. !EE moloR Ear Fik a llON IS RON BOTTOM PLAt I Yain Frew bodices al Liss Iran i s 2 EL -1 +a OL +u +CI. oL +u +a OL +Si +a a +sL +a OL +SL +CL OL + U8L + a a +tiet +a OL +ueL +a OL +uea + oL +teR +CL OL + tlBi + Cl 0.6 + M11 0.6'01 + Mi. 0.6'01 +Ml Q6901. + M12 0.6'01 + M2 0.6 + MI Q6'01 +MR 0.6 1. M1R 0.6'01 + MR Q6'01 +MR2 0.6'01 +*2 0.6'01 +MR2 O1 +0.75 +a75'MJ.+a A OL + 0.7511 + 0.75'M.L + a B OL + 0.75'1.1 + 0.75 + CL C OL +0.75'S. +0.75411 +a A a +0.79SL +a75'MU +a B 11 + 0.75*SL + a75 . + Cl. C a +0.75'UaL +0.75'MU +aA OL + 0.75'111 + 0.75'M1 + Q.B OL + 0.75'Ul . + 0.75'ML + ac OL + 0.75 eR + 0.75%1 + aA OL + 0.79UBR + o.75'M1 + CLB OL + 0.15i + 0.75*M1. + CLC IL +0.75'11 +075'M2 +a A IL +0.75'11 +0.75'M.2 + B 01. +0.15K1 +075411 Q. C a. +0.75"51 +0.75' 2 + A a + 0.75 + 0.15%2 + CL 8 OL + 0.75*SL + 0.75'~12 + CL C 0L +0.1'5'1 +0.75* 2 + CIA 4.+ 0.15'18+0.75 12+ a +0.75'1 +0.75'~x2 +QC EL + 0.791.11R + 0.759l2 + CIA EL + 0.75h ieR + 0.75'x.2 + aB OL + 0.791 + 0.75%2 + CLC AtHC B(t PRO[CT r ANCHOR BOLT r BORAOf 4 BASE PLATE • s .4 • i 4 • • A B C Aiuc:$OR BOLT'S (at OTHER'S) 7 -Front SW Mom + A 1.5 0.3 0.0 B 3.8 0.0 0.0 C 1.5 -0.3 QO A 126 2.5 0.0 B 312 0.0 0.0 C 12.6 -2.5 0.0 A 4.4 1.9 0.0 B 26.1 0.0 0.0 C 15.4 -1.9 0.0 A 154 1.9 0.0 B 26.1 0.0 0.0 C 4.4 -1.9 0.0 A -3.1 -1.6 0.0 B -5.3 0.0 0.0 C -1.0 -1.2 0.0 A -1.5 -1.9 0.0 B -1.7 0.0 0.0 C 0.7 -0.8 0.0 A -1.0 1.2 0.0 B -53 0.0 0.0 C -3.1 1.6 0.0 A 0.1 0.8 0.0 B -1.7 0.0 0.0 C -1.5 1.9 0.0 NOTE: As reactions • shown m Kips A negative , i dcetes opoite Ver I4or Mom 9.8 1.9 0.0 25.9 0.0 0.0 9.8 -1.9 0.0 7.3 0.7 0.0 21.4 0.0 0.0 89 -2.8 0.0 5.2 0.3 0.0 15.9 0.0 ao 6.8 -2.4 0.0 1.1 0.3 0.0 16.1 0.0 0.0 11.0 -2.4 0.0 9.4 0.3 0.0 16.1 0.0 0.0 27 -2A 0.0 85 0.5 0.0 24.1 0.0 '0.0 101 -2.5 0.0 6.4 0.0 0.0 186 0.0 0.0 80 -21 0.0 23 0.1 0.0 188 0.0 0.0 12.2 -2.1 0.0 10.6 0.1 0.0 188 0.0 0.0 3.9 -21 0.0 pIA. 1/2 5!8' 3/4' 7fir 1' 1 1,'B'' 1 1/4 c .601 +.1Em2(L) .601 +.7Frn2(1) .60 +.1(n2(L) 1 1,'' !l 2 1,2 3 1!2' 3 1 /2' 3 1 12' 3 1/2 Bode SW Ha + Di + 0.75 + 0.75 + a A Dl + 0.75 + 0. T5'IKA + a 8 I. + Q75sU. + 0.7540 + CL C of + 0.75'S1. + 0.75'91R + CI A Ot + 0.75•SL + 0.75•111.R + a B Ol + 0.75'S1. + 0.7510 + a C Ot + 0.75%. + 0.75%2 + CLA Ol t 0.75 + 0.7590 + CLB Ot + 0.75'11B. + a75'MR + CLC E. + 0.75 + 0.75 + CIA Dt + 0.75•tOR + 0.75'M.R + aB O< + 0.75 J6R + 0.75 + CLC DI + 0.75 + 0.754R2 + a A Ol + 0.75 + 0.75 + 0. B Dl + 0.75 + 0.754E12 + CL C DL + 0.75 + 0.75'91t2 + CL A Dt + 0.75'51 + 0.75 + a 8 L. + 0.75'SL + 0.75 + Cl C Dt +0.75'1161 +0.75*2 +CLA Ot + 0.15't1a + 0.75 + CLB Ix + 0.1591B. + 0.759E2 + ac Di + 0.15 + 0.75 + QA OE +0.75•VER +0.154E2 + C1B OE + 0.75V ER 0.754112 + CLC Dt +a +.75(51 +.7Ern1 DL +a +.75(51 +.7Em1(L Dt +CL +.75(SL +.7Em1(LD 01+CL+.75(SL +.7Ert L)) Ot +a +.75(S1.+.7Em2(1)) DL +C1+.75(51 +. 7Em2(L }) a +a +.7501+.1Em1(R)) 01.+a +.75(59. +.7Em1(R}) a +C1 +.75(SL +.7Em1(R)) 0E+a +.75(51 +.7fm2(R) ) Ot +0+.75(51 +.7Em2(R)) OE +a +.75(SL +. 7Em2(R) ) PR0,1 D Win Grid V tarn fttT1 ORANINGS F�IIE - �. ..... � •.. ••c•w•s+... - - .�.... .wc - .siu � .r' •4�'t �s+i.+- -- .l+�w +..+..- 8.9 2.8 0.0 21.4 0.0 0.0 7.3 -0.7 0.0 6.8 2.4 0.0 15.9 0.0 0.0 6.2 -0.3 0.0 2.7 24 0.0 16.1 0.0 0.0 9.4 -0.3 0.0 11.0 Z4 0.0 16.1 0.0 0.0 1.1 -0.3 0.0 10.1 2.5 0.0 24.1 0.0 0.0 8.5 -0.5 0.0 8.0 2.1 0.0 18.6 0.0 0.0 6.4 0.0 0.0 3.9 2.1 0.0 18.8 0.0 0.0 10.6 -0.1 0.0 12.2 2.1 0.0 18.8 0.0 0.0 2.3 -0.1 0.0 A 6.4 -2.0 0.0 B 21.1 0.0 0.0 C 9.4 -5.1 0.0 A 7.0 -1.9 0.0 B 22.0 0.0 0.0 C 10.1 -5.2 0.0 A 9.4 5.1 0.0 B 21.1 0.0 0.0 C 6.3 2.0 0.0 A 10.1 51 0.0 B 22.1 0.0 0.0 C 7.0 1.9 0.0 A -1.6 -46 0.0 B 1.6 0.0 0.0 C 2.5 -4.8 0.0 A -0.7 -4.5 0.0 8 • 2.9 0.0 0.0 C 15 -49 0.0 A 2.6 4.8 0.0 B 1.7 0.0 0.0 C -1.6 46 0.0 A 14 19 0.0 B 2.9 0.0 0.0 C -0.7 4.5 0.0 • • 0 DRAG &A116 gcs w i Base Plate Detail A. Bolts 3 / 4 " Bose PL Thk. 3/8" BP -01 e- 4 A. Bolts 5/8'0 LOAD T1iE5E °R/4 'S, BE "a FOR APPROVAL �1 t' OE>•ii1 9 NOT FINAL w f A aR avocci `V� SENTA OW/ PIiRPOSE rS TO CONFIRM PROPER l4JERPRE TA 1U4 1HE PROJECT OotK9oEBED a AS re t c M ��►�lcs Y o !SS= - FM CawslaUCl�Cor cm BE I1 I. FOIL PEIi�T: R(SE ORAIMS, SEW FM PERO. ARE BY O illi1M011 NOT FINAL 4e R4AT 4$ A eleasur. Pea YAAINGS ARE NOT mono cetY ORAL► ISSUED ' FOR CCNSMUCVON ' Cm 8E CONSUMED As 8 1/4' framed Opening Midth Clear ODd A 1' -1 1/2' 1 4 K l 1.4 K DID TO Np N Sidewall CO si b Framed Opening Base PL Thk. 1/4" Base Detail N • CNS ".4111.. - ate. -- - ��''�'lw�.►- «-^s - .- - - • ti. r a C 0 0 co 0 C.) C 4 • cn0 A. Bolls 5/8 "01 Bose PL Thk. 1/2" Steel Line Wall Panel • Base Plate Detail W Bose Trim Bflt61 Base Channel Section w/o Panel Recess w/ Bose Trim BASE PLATE DETAILS 1 ----- i y ! 11 : . L . M J 1 1 1 , .... _ , , I 1 1 , 1 :., • i 6 RE ID :*f!UVL . ''•..'1. 1%C. DL + LL REACTIONS 0 3/4' 8 1/4' 21/2 Notice: If insulation is req'd install trim first. KW COME Member Screw 12 -14 x 1 1/4" at 12' O.C. Anchor Not by Bldg.Mf Base Channel Finished Floor DL + WL BP -02 7 _ SEC. A ' • •` firs '►. L • i DL + LL �1 K I9.1 K 3.6 K f 3 . 5 K • J s N • i :a COINEI ( ..f1.S�..., q _ .....+�. .. .�., >. N,._„r•...._._ .�f►- -.. �.r. a.. - x 1r „ ir '.she • a��R'a►�. -gyp ---... 11 4 Sidewall Base Plate Detail A. Bolts 3/4 "0 Base PL Thk. 3� See Anchor 3' steel Line -\ • 6' Base Plate Detail A. Bolts 3/e01 Base PL Thk. 3 Buildin A Buildin. B s Steel line Steel Line • 6 1.3K • LI • Common Wall Section Cannon Mi I Open 0L+ . 14K ENDALI. BRACING REACTIONS at LINE 1 1IAX E.*. COLUMN REACTIONS at LINE 1 9 1/2' Bolt Plan See Anchor Bolt Plan P a. 4 4 r Comm Sled Line 3 3 4 4 01111 INIQN 8 C O Fin. Nor 4 TI Milli • MOUSket ICUS • P.O BIi IP 7 *- 7►ia ZIP 77240 ANGIOR BaT PLAN. BASE PLATE DETAIS AND REACTIONS 4 4 ay. BP -03 BP -04 4' metallic building company 4 4 SEC. B M01E THE INWSGIED I NOT lit E1sc ER CF RECD FOR If OAERxL PROJECT i r ••s t / '# f 47 ,Lti 0 Fl of 1 I S ROOF FRAMING BOLTS H \ / \\ 8Z14(TYP.) r / itSCIM m SIZE \ / \ / \ / # \ / , Q ; RilN L Ei \ / \ x / \ / / A / \ / \ \ \ 3/8 " 0 CABLE -- \ \ �. /".-- / / \ \\ / STRUT PURUN // 8212 \ / \ / \ / \ / \ / \` / I� \ / \ / \ / \ , 5/16 '0 CABLE 1 \ / IDLE TIE (TYP.) \ \ \ / \---- 5/16'0 CABLE / / -- \ / \ / \ / \ / \ \ / \/ /\ / \ / / \ / \ / \ r \ 8112 STRUT PURLIN \ \ /' / \ / \ / \-.-- - 3/8 CABLE ---/ \ / \ # ROOF FRAMING BOLTS ilt ,f i l , itSCIM m SIZE , Q ; RilN L Ei Z• NA 's 41 i ,raEUJEWaS ACC SOW DOOM , •■•••V.• N/A oESCRPDA 'IA at5pn11a N/ A Mee) Cf131030 • ' I • 5LE aeMUN • T -; ► MK MIK E l2 4 / 14 ON M G�- 0 0 la W 0 lx 0 I) 0 N 0 1 - 0 1/4' f -0 1/4" OE N/A X101 �L :-ar• _ �.wr "WO. ••••• +.w•- " _ ..r a�. -\%' \► s••• .. ,- gr'al► .. . �. - - s? .. - ;"�,• ■ - _ . D 21' -0' 0/0 STEEL 18' -8 3/4' 8ES16 18' -8 3/4' 21' -0' 0/0 STEEL -ar ROOF FRAMING PLAN "iEJ11[j ANTI-kQL UP 1' -3 -3 " DRAMG STA1t6 W 0 0 wa- F. � ..r .. _ , • :i. • •• • 1 • • • . : 1 it i . 1: ��.. 11 aW liStlIP1tw If MI 1 i ; I f t i • I-. t..1.,1 0I1 j Oil l METALLIE III OR APP'ROyM Ti•ESE ORAL$, Sew FOR APPROVAL ARE 8Y o rE'7eUl NOT A 11/29 FS PETIT M III FINAL_ ANO ARE FOR CO*IPTUs REPRESENTATION ONLY THEIR ' t PU 7SE t m aorrF�ar PROPER ERPRETATfl OF PI ECT 8 214/45 MUD FFOR PENT P2 M 0o� M:?4Tsr. OIE Y ORa►wrGS ISSUED 'T C�SIRUCIic CAII 8E �s c E� l Duce ROOF F�R i, PLN4 fat PE1iMT. ArESE ORAUD S, BEIM FOR PERMT, ARE BY OEFm** NOT F11A1 caor Lowey N THAT AS A mow PEO Pat NOT amino . O T , ORAms I` ~ FOR Ot' SIRuC1ON - CAN k AS 10 1 El FOR CDPISTRUCTOt 1 paw DRAWINGS. _ •..- V:* INK l sa B ALa6 DDISpO:P1O aF C1 01105-220•111 -r moo SEACOM LIC I MOTE 1HE ifttRSIGNED IS MOT it DIGNIIR OF AEDA FCR I 0IERALL PROJECT tr 1/ e - Z; w • 0 1 410 1 t` �J SIKET W Elof7 metal b coirpoily 7301 i1rl1EW • ROUSTdI DUS • PO d?t 40338 3 77011 (713) 4114-77/1 71240 ast B .,.,. -... .-..• ,aw, •��• ar� .:.4 -- ww�r� - b.a�c a w r".�►�^�r +M►+.. r1�,7�.v +.. �.:�s .. 1es .: +.,, . ..ate.- ...n.r.....rn.�••'."�.. -* FRAMING BOLTS l SIDEWALL imi crr I &SWIM j SUE A I # G I R T LW Bin i V D O i 1 !e 8' . an 0 FRAME T i IA I I t ? 1 r 1 I 1 I i 1 i t Ott DOOR x 4'1r -2' NI I ♦' i- w d W tE A1t; ( W t 4 N u) t N f T 8x3.5C16 i r—flNISH FLOOR 0 N Li" X 00 I t i r r L 5' -O' SIDEWALL FRAMING AT LINE A AIL 8Z16 8ES16 PORTAL FRAME 8Z12 12' --0' 21' -0' 0/0 STEED. 46CA; Pilo l.'''.h .110110•T 4111 Ait411. I T 1 J 4 1 -0 s w w 00 0 DPAMG STATUS 1 r L 1►iESE ORA S. SIG FOP APPROvA4, AAE BY OEFINTIJI !T rout. Aie ME FOR CCNCEPTuAL REPRESENTATION ONLY F P4't5E 4 T0 C �1 PRC1Pf R E I c PR awn ail I1 ��cs Sao► li1ERP1 FOR c ssuc TA> Or s m n m 8E c As FOR PERbsT 1lESE COMINGS. BEING FOR PEN T. ARE BY OEFINIION NM FliAL !t 1�iAT. AS A MP M PIECE WRONGS Pit P& T mon ED tmtY ORAm'S sD ' FOR X15 lCDAI "" CAIN OE C QED AS ri tE �� cDOt I I COMINGS 4.0 X 00 SIDEWALL FRAMING AT LINE E FINISH FLOOR r - : • • s . ,� .. rw•. a ++mM► .l+1.ar +- „ . 21' -0 0/0 STEEL • • • r L D - r I PORTAL FRAME 8Z12 8x3.5C16 12' -0' 8ES16 ' i • OESCIPSCH Fc PfR11T 1 T i (0 r-- LC) fri X CO ' • 1 i • ._ • -. r ' . � . qri 8Z16 5 —Op 1 I • SIZE 1 a'S1e $ ACO i ILC Lamm TUKILA IA METALLIC -it On, If DAB OEs+aIIPM SCOWL RAW . 1 - VOLE 10 E BUILDING DESCRF1ON 9f IT C1 NONE { 101105-220.18 NOTE THE UPCMANED fS NOT THE ENGINEER OF REM) FOR THE OIIERALI. PRO,ECT .` • , - \ � \ ` 4 - t �nata bu company 7 301 WIMP • MQkjOI 11DllS • PO OM 4a36 ar noa 0 a rro ota uses CSR I SETS CAE A E2of7 .- _ �- ar ._ --•. � - 11 1 - _•6 • gi t ~ W I SIDEWALL SHEETING AT LINE A ter..•,. .... 0 4 ww -Zw.•. �, _- r. ,�,■... - T -- ••• ...w.. D • DRAWtiG STATUS AL nE'SE ORmosiGS. BONG FOR APPROVAL ARE BY OU1N101 MGT FINAL AND ARE FP CONCEPTUAL RERIESENTATICII OILY btR R1RKS( fS TO COPflim PROPER N1ERPIAETATO a TIE PRolCT DOCUNINTS ONLY DRAMS ISSUED 'TOR Caresin Jci r CAN BE ccessatno) AS CMVIL f:c PENN. THESE ORAIM6S. EOM FOR POINT. BY DEFINITION NOT MAL M 14*T. AS A scout PACE imearoGs Aid E T IDENNIED ONLY MAIMS ISSUED " FOR CONS1RUCION Cm IIE CON9DERED AS CONPISE ri FOR CONSTRUCTION Taft ORAIl16S imori 111111.. SIDEWALL SHEETING AT LINE E r' • Oka 1 I /29/04 t i L $ >- , f t Z r REVIEWS FOR PERMIT t • BY OM E N • METALLIC SEE BUILDING DESCnPAoN SET Cl cism e't SEACON U.C. moo Wit& wa uni irrt at • y; . 1:2j :2$ ! I A i NO1E ' • J NOT if ENGNEER OF RECORD Fol JHE CAERALL rRO,ECt meta bui l di ng company AP nom pA +14-na a rr.+o CSR 9HT 691 I E E3 of : � A I e I, *0 lc e 1/4" tie . S . II-7 VIA* 1i (4) SAW : t I/2 11$ 3,1 S I Sub be • 1 A3?S 20' -0' Olp 111111M VI as 2 I AO 20' -O' D 80' -O" 0/0 OF STEEL 20' -0 End Wail Frame Cross Section at Frame Line: 1 (N.T.S) r--1 rap WNSmunoc mow oameics •...01+02• ++/►rte ~E .�► •.�� Iry ^.tiLt+�F^ —. w•/•••••••■• y�.�'��.M'7+ 7�w .�.... " /te ' '�►!'« ".��! `.+tlt�. !� DRAWtIG STATLlS F t E5E oRJ1..rG , BONG FOR APPRINAL. ARE BY DEFINITION NOT fliAl Ale ARE FOR R.: PW i REPRESENTA 4 ONLY 1I*P PURPOSE is TO C'0rfa1 PROPER ellERPRETATON OF PRROULCT cceisom eOCIAIENTS i c A*4GS ISSUED 'FOR Ceisitucior CART BE FOR PONT 11ESE ORAL'S, KING FOR PERhOT. ARE Err OEFINI11011 NW ANAL N DM T. AS A IIININUN. CE lliAlINNGS ARE NOT X01 D_ ONLY IIRA 'S 6S FOR CONISIRUC11011 • CAN k CONWID AS 1;:-.7 7 1 !I Ili 1: 1 l' I I L RE D • /1cVNItaNs A 20' -0" ac�..— ....... _ . 0,41, `k mow. '�"""�11.. •��. ���r...... �.r 4 . 11/29/04 f � � � OM METALLI[ 0E93,101 DONAU FRANC awe SEACON a # WAIN MIR IA MR 1' -1 1/4" Cal (CC -1) Cal (EC-3) Rof (ER -2) Member Data Cokim doto is listed from Base to Eave - Rona dot° is listed from Eave to Peck Mark Outside Flange w 8x10 w 8K 10 w10x12 i ,:p w - r , t • l_Lif SEE SEE MING DESCRIFIOiN SNIT el AI Mt 0005 - 22068 a - • . - r. :+eV:.�`!1►- Web NOTE THE MEMO 15 NOI 11E EN(EER OF RECORD FOR liE OtiERAu. PROJECT %mo ` a :r a • I. OrM Elsa r hside no Z • metanc building company 1701 f1rNK1• wOUSIal TEXAS • 13 6(,n' 103.36 8 17011 414 S MAO NT 9�T .E (4 et I S r � .• 40, _7.. --. •..�.., w-±�" - � • - ,.s - +..•. - t 12" ONE I • 1-0" LAP r • ENDWALL FRAMING AT LINE 1 F Li THESE ORAer GS. BEING Fon APPRovag.. APE BY OEFIMIO N NOT FINAL AM ARE Fir WICEPTUAL REPRESDITATO1 ONLY *CP PuPPoSE es TO COMM PROPER K1EAPOI TATO1 OF RE PROJECT OOt).MNTS, Os&Y DRAWINGS D TOR carism 1Cio r' CM SE CCes9 EKED AS C WiII. x faifPAgT 1hESE MAIMS. 801% FOR PEST. APE BY OEFINi1ON PR)T rivt « RIAT AS A maw Pe a ME PIOT MIMED OILY O AI Nt,'S ISSUED " FOR QOi1S1RuC 1 " C* OE CONSIDERED PS COmPtETE Egusitamom r r. .....�y. .ir.s -+. . -w DRAG STA1t1S 0*I •r,.._ Av. -. ',Kr% "..►'!'- -..`y-ir - +s _s- . 4 r ` i ' . \ i1 r' I , %.. 12" — I ONE METALLIC WI R SAX All It 0805-220o8 A Ds Imo metallic building compoiiy :701 FAME' • Ma1STOl ICXAS • PO BM CMS ZIP noa cru; .ic -nee a mo aim l a serr Is ESd7 A, I. I, ,� er- M so. ..�, 1/2•5x2 -2 Ark it( 3,/4OptxI3/44125 8 1 /4" L. - 4..494:47.e i 2' -2 3/4' Main Frame Cross Section at Frame Lines: frame line 2 1/2 •l •? ._ _.. ..�- +�i': -mss ..- yw ,.�,�,.��1•a,�p - . Axis 14 Pile 1111111(4)S, fit .1 3/4 • (N.T.S) 3r -9 1/4' &0' -0• cut /Out of Steil D I hESE ORAW,S, BEING FOP 4PPROVAL ARE BY ammo' *)T new_ aie FOP c ONCEPILIAL REPRESENTATION My CEP PURPOSE cS to CXINFINw PRCF'ER N1ERF E TATU aF THE PROJECT 111ENTS cot Y MAIMS t9ED 'TOR consuC10er cm EIE FOR Knit', , AESE DRABS, BEND PCP PEST. A BY OEFININON NOT Mt R1 104A T. AS A MUM Pea 1.0011Na NE MOT COMB OOUT F o NS1RUC WIr1 - CM OE COMM AS COMPLETE DRAM1G STATLS -•.�. �.....�. ._ A 11P9/04 2iti4 /os t i r ...N1 "'M. mare If5t RR PERMIT Pet • I , ,. , / • —J NiC REIRSED FOR FONT 12 0 METALLIC DE3►>a1 WM CROSS %Tim moos TUriltA 11A al BY UEwBER DATA Column data is listed tam Base to Eave - Rafter data is listed from lave to Peok Mork Col (RC -1) 1/4 x 5 Col (1C-7) Rof (RR -3) Ref (RR -5) 1/4 x 6 x 10 -0 1/4 x 6 x 10-0 5/16 x 6 Outside Flange Web Inside Flange 1/4 x 5 5/16 x 5 x 20-0 r- .if I Li ; • ..� w. I' . 2, t . to 9a SEE BANC DESCRIPDON SKIT Cl 10 GA x 10 to 18 10 GA x 12 8GAx18 8 GA x 18 x 20-0 3/16 x 18 to 28 x 10-0 3/16 x 28 to 18 x 10 -0 h " '.- - ai OF I OM I NONE i t a It 1 0106 - 1/4 x 5 5/16 x 6 1/4 x 5 1/4 x 5 x 20-0 3/8 x 6 x 10-0 3/8 x 6 x 10-0 NOTE NE UNDERSIGNED IS NOT 1# DER OF REM fOR - Maxi MULCT ifr : • — ="L-J - •J . meta bu compc.ny BP MU (713) 414- 1 772410 awe► YAic�l uc � o � � la* I A m 1 A E6d7 - :0 �`_ 1 i. r— ....�.�..�...`,7►+r� 1,� . I. PORTAL FRAME =tray " V_re 6.1a: on I 211 , T alp A N 1 3' ' 1 ; . N 00 Li m • r CO 1.` ,ter ...-� - .. ^ 1/f O.F. WEB I.F. 12" 8 x 1/2" 8 GA 8 x 1/2" 16' -4 1/4" I 19' -9" STEEL lit TO CENTER OF FINED FRAME El kV ApPRti,VAL Li DE's( DRAIGS, 8ONG APPROvAL AK BY OE 11171 NOT Cow_ AMC AiE F f t COMC£P1UAL fiEPAESDNTAT1Q1 ONLY )t* KISP 1 rSE IS TO COM'rtr PROPER IHTERPRETMION OF THE PROJECT DOamosTs ONLY COMINGS MED TOR COMSINUC10r CAI BE CONSVOIED AS t al L FOR PERmiT, MESE oRANIGS. BOK FOR Pf m T. ARE BY OEF111,110I1 *)T now 1tA T AS A Warm PEO *MOWS 111E 1OT D t1 $ i* Y ORAL ES9UED " Fot C01SINUC1101 _ 1 cm OE COMEMED Jts COPIER FOR COPCmuctoc oRAMcs DRAMG STATUS • ;18 i 12" 12" 6 1/2" 1' -1 1/2" ' • . - !� i one — A — I 11/29/04 8 I 2/14/os 2n7/cs t . s. • 1S * FOR PENT 40 _ � t, I { 4 A fry AEC RE1D FOR PENT RI REM FOR PENT Q Orb U M 1 4" STIFFENER (TYPICAL) I$ (14)1"0x3"A325 W/ V PLATES voLk METALLIC OESw101 KEN RAE await /ACON tic Lr Locum ROMA W OK BY [oil IF PORTAL KNEE CONNEC11ON DETAL • �l L RIGID FRAME COL. W8x18 BRACKET 4 " PLATE E . r-' • J say SE WIPING DESOIIPTICII SIEET Ct to aE I SW I awe I NONE 01105-220.18 I 4 P 4 ' f I metallic building 1 1,110k.• AiiiValb. "waft • 4" STIFFENER (N.S. Sc F.S.) it OM UM Mo!: of uNDERsOiED rs NOT It DIG EEP (F RECOIC Ftp Af 0030411 PROJECT i - . .• 7301 F1 ll•Ma1STOl OAS •P0 BOK 40336 IP 17061 Via *- 71U BP 77 - ..v: Cie If NEC 11 1C -1 611,1 1 .■ i T s I ETof7 C Type 1 Light Duty Type 2 Medium Duty Type 3 Medium Duty Type 4 Heavy Duty Type S Heavy Duty 110 (.035 - .090) #6 (.035 - .098) #8 (.100 -.140) 112 (- 145 -.312) f12 (.250 -.500) X12 (.035 -.090) j8 (.035 -.100) X10 (.11O-.175) i 3' -1 3/4- 1/4 (.035 -.090) X10 (090 -.110) X12 (.090 -.210) t18 (.035-.098)f12 (.050 - .140)1/4" (.110 -.250) Liner Clip 1 Zee Oip 8' SC -22 10* SC-77 12 SC-78 Lap B Pattern I Lang t r-2 3/4= 1 L E e Long -f 3 / 4 .. .. �, = 1 x [Extr Sow i 3' -1 3/4- L t C NS0001 ///07/ / //0/ ///0//// F 1r 12 Sheeting Direction Member Screws 12 -14 x i 1/4' (6 per panel) Continous Tape Seal NS0002 IaTE: An11111011 IltSIALLEP Sheeting + Direction ..-z! f a Kati.+. .. s... -w✓•' — .+�.. -- 12" 12" Fastener Location "PBR" Panel At Wall 2• All Roof Members Except As Noted Below 12" 1. Sheeting Direction Roof J' Pawl Pur1r, Section Thru Patel End laps 12' Root Panel 12" 12" Stitch Screw 1 /4 -14 x 7/8'\ At 20 G.C a Detail 'A' Note f 1 Member Screws 12 -14 x 1 1/4" at 12' O.C. Note j 2. Stitch Screws 1/4-14 x 7/8' at 20" 0.C. 12" Detail "A' 12 Detail 'A' At Ear Strut. Panel End Lop. and Peak Purlin Note #2 Tape Seel fate re• Patterns Won Sat sfy U t. 90 Pteq ter► s Roct Fastener l For "PBR" Roof Panel co In Girt Hot Roll or Built Up Connection Flange Bracing Web Bolted NS0006G 1 3/4 Z ee 8' 10' 12' A 2' 3 4' INS0006S Hot Roll earns 9/16 "4 Built Up � 2 1/2" r Plate Column 22 �.� kaiktioklidrid M. Ai IIIIIIIITO II P. NNW pi. 3 6' x b-1 Lap Pattern "G" a 2 1/2" 1/2'4 x 1" A307 Bolt w/o Washer Lap Detail Er —Pass Purlin / Girt Lap Details • 0 0 3 0 Bolts are 1/2" x 1 A307 U. Bolts Rafter Purtn / Girt r 1 3/4 36 / flft3/16'x 6' < C . -, x cn mt- N N N Field Bend Cold Form Connection 3 3/4 3 3/4 Lap Pattern "S" 2 Bdts Unless Noted an Elation Drawings best /ma% are it i4 13 IlOct pm' sisidnies 3f ;1 *soled tae :ow ar1ns1 •ee ewe we monw fen ai � panatela Lase parr .afs awed � maims S >klets iQ Miser des et* Me emit Mel i daceper, « era wets sib visiamez *ppm bar bis pm, or 11!'! caltilmdee 611111011. unbar end eel* be amsleckver pa it avvectina imoleciroi is wit •Mien nesiallocipir Ell sat Awl l co N 2 Bolts Unless Noted on Erection Drawings All Bol arel x1 A307 U. Bolls 2 Bolts Unless Noted on Erection Drawings NS0006U Example: Diameter ,- Length ¢12 -14 x 1 -1/4' Type 3 HWH, Sell- DrilGny,Carbon Steel, .0005 Minimum Zinc Plate Threods � Point Uostener Type Per Inch NS0007 • By —Pass Web Bolted Flange Brace Detail Head Type Self Drilling Fastener Terminolcxiy With Liner Head Type 2 , -4 . Purin -Girt Clip go +` \\CP (De C P CD# \CP With Out Liner 2' -4' Threads Per Ind ..*..�rw -.w tar•- ...«...— r. "�• . '+!i . .- .a►C.s!�+t... Material 1 M A 2 ' 8' 10' 12' 3' 4' r Lu [ RED M.:::;`,1: Finish ;v.!' • s. — .,�.•+ s�� }L� .�.ti . -,_ w- _ - Qpim! Material Thickness: . 500 . 312 .250 .110 .098 Point Type: NS0007B Self- drilling fasteners ore designed to drill the material and top the hole. Materid thickness is on important consideration when determining the proper point diameter. The point diameter is described as the point TYPE Pont types Are as follows: TYPE 1: Light gouge application TYPE 2: Medium light gauge application TYPE 3: Medium gauge application TYPE 4: Medium heavy gauge application TYPE 5: Heavy gauge application The point diameter allows the threads to tap into the material without excessive force which can break the shank, or very low force which can easily strip -out the material during seating torque. Each point type has a specific FLUTElength which allows the chip to escape from the hole during the drilling operation. Depending on the application, some drill screws require a specid PILOTsection. The pilot section is the area that is unthreaded on the drill point. The pilot area is important to the performance of the fastener. The reason for the pilot area is so that the drilling of the hole is completed before the threads engage. If the threads engage before the drilling is completed, the drill point will have a tendency to burn because the threads will face the point into the material. NS0007A The length of the tip required on a drilling fastener is determined by adding the thickness of the top material, any insulation or void between the top material and bottom material, and the thickness of the bottom material. If a hole larger than the screw thread has been pre - drilled or punched into the top material, only the thickness of the bottom material need be considered. (The threaded portion of the shank must be long enough to extend into and through the bottom material drilled.) Predrilei Hole Diameter lager than Screw threads riv • A P e 1r • r I Void or ' Insulation I Void or Drilling Point Capabilities Self — Drilling Fasteners Drilling Tip Length Determination V;;PO F Mit Insulation q"!�"'- y.+"w; -'! .— '-.� �.r . ,, ti,r .... — ...'°/�` •"� "'- --"'` d,' ."!'R►n� yr � Y.. Total Thickness to be Dried It Total Thickness to De Dried By ab 4 w NS0010 INSOO11A t Standard Details Shop Provided ()orlon Slot Field Bend Down Overflow Slot - Gutter Lap Detail • (Metaflic) Section Thru Rake Tr D "R" and "PBR" R..f (r+a � � fcl Stitch Sao at 12 O.0 Tape Sed (Cent_) Roof Paid f • Channel Trim 8` 8FL981 10" BFL982 12* I BFL169 4 1 Pond Stitch crew AT 20 O.C. Plernbcr ,crew 1 -0 O.C. Remove Bearing Leg Corner Trim (BFL830) NS0015 NS0016A /' . "PBR" Panel Outside Corner Trim ///////1/ / Building Side /.// /7/ //// Bearing Leg s Sheeting Direction CORRECT ///////////// 2/ Building Side z ,/ &// tt;r ...sheeting )irecton WRONG I PBF Panel Side Lap Stitch Screw 1/4 -14 x 7/8 " Self Drill At 20 0.C. Exposed Boring Leg Stitch Screw 1/4-14 x 7/8' Self Drill At 2r;' O 1 /2" NS0016C NSOO1 7 Girt Detail `A" 12' 12" Bearing Leg Detoil '"A" Sheeting Direction 0 "PBR" Panel 12' 36' Sheetin Direction 12' 36' Color "R" Panel PBR and R Panel Profiles Eave Strut Girt 1' -3 11/2" Min. CPI i Fin Hr With Eave Strut Header Floor To Zee Girt floor To Eove Strut yet 0 Detail T. Detail "8" 12" 12" Ficirnest Ope ning 'Fram Details (Welded Clips - No Liner) ..r oss,ps ..w•• t_ - v.. -.... s — ... Girt NSOO1 74 0 V mg o e e - F t Girt ce NS0020 Steel Line Jamb To Girt Conn. 1/4' 1 1 1/ For 3070 3' For 4070 (-0 For 6070 6-0 All connection bolts are 1/2 x 1" mach. bolts Header To Jamb Conn. Detkel 'A At ewe . f r.,.:q -uwi Goa Framed Opening with Welded Clips No Liner or Liner below the Header Anchor Bolt Plan • DHA 66 Framing Elevation 1/2'x0' -6 Anchor Bolts u Mgr Door bob 1 1/4 Door Frame Door Clip Door t Aft A IV Shown In Detoi , Used ----- Fa Door Diming f Qnly kid At t 6 U band Grt Attodintent To 4 5' Concrete, By Others Aiwoioira TheeAotd /_ T.rr-mss Ice Seal b3TE: .: . r S %est saorgs are •Mid 3 a Isro t , 46 4s) mast .,one _s/ say Wm bee mattel to d are pesatelee C asel pr sake sonsr el 'ebbed S- 9oeets further vales MV. }, ATM* 111SikAfR M vie cat eat t 41Kresek, t ear sees :1. metu fs store tor *is twpct a *role aoastrKfar irarrrrys. se .leer Est .obinr the warttctoer per to condo; R as er -- -- wi .et ta r hub bus ' � Pr'y imIret I I. Field Odd Or Use Nentx Scrag Door Jamb • Jamb Girt (Field DA At Jamb) Jamb To Eave Strut Qonn. 4" • z 0 • • Girt Girt To Jamb Conn. DHA -30 Across Hoods Or DHA -66 _ w /(one) Member Saar Each End And 12' O C. Section At 3' -6 Girt Dela+ "H' At BRIM (Tip Bob an ) Personnel Doors (Walk Door Sections) a' Qr Section Thru Header • Member Vkic ,Door Cip i z— 11arber Screw freid Bend rat Door \j Ancje (111M) ` J t .f 1! REiD I {.I. Door Jamb NS0021G • : NS0022C r • {Y, Walk Door Frame ( Not by Building Mfg.) Attachment Angle L4'x1 "x16 ga. (field cut from l 4" x 2' x 16 go.) Step One 1. Field cut three sections per jamb of 4 x 2 x 16ga. one to fit inside Walk Door Frame. By Door Manufacturer. 2. Pop Rivet to Walk Door Frame with Fastener #14, 1/8 x 3/16' Pop Rivet. . 1 ✓ L.) • _ ___ t ;peps 5 3/4" W Preparation Framed Openin9 Jamb Trim Detail vanJ FM !'ELF "PBR" Panel Member Screw at 12' D.C. ar _ • MOM 3 1/2" Jamb Fastener #1E � 1/4 -14 x 1 -1/4 Driller (plot holes required) Steel Line Step Two 1. Assemble Walk Door Frome as per Door Manufacturing Installation procedures. 2. Insert Walk Door Frame into Jamb opening. 3. Drill pilot holes in Jamb at each attachment angle. 4. Secure to Framed Opening with two Fastener PTE, 1/4 -14 x 1 1/4' Self Drillers. Optional Closure Flashing Jamb Jarnb Trim (6FL22) 1 /4' 2' a 3z Costumer SUM tic End S wow max a Wall Panel I g _ : . 1 I NS0032 Trim BFL85Q_ 0 NS0023— Head Detail For Framed Opening 1 /4 * a(Cnarr W/O St T1T 4 * PROICUON WJO SOFFIT 0 . PROJECTION ( +3') W/SOFFIT 4' Member Screws At 12' O.C. EACH AT WEMBER RAKE AXLE Header END$LL GIRT 1 FLUSH GIRT El ll VIJ PURL!! EXIENSICti PROICBON ( +3') V/SCFRT 1'-0 1/4 **)L ameoaPE t! v r SO USED N COPtAk** i/ *)t. AL COWL DVS ME 1 f z r IIAOL BOLTS g O 's' RAf1fF. PURUN EXTENSION FRAYING DETAILS (HOT ROLL Standard Details . �......,....*. 4,46 .00•• n a -.. .• • .v_ - -4. +a _ . ; J►.�e..:a�: -'1. —wow s •• - 10,1 N _ Optional Channel Closure Flash dv RANGE O (F ROT)) (2) 5/8' x 1 1/4 A -325 BOLTS ENROL COLUMN It a ■ lion Nam Dimensions Member Properties 111121113112111 litili=11116111 I/ ii LIM Shape Y UIJLJI IlltalLalkillU I. 8 16 I 14i17 n 11i1MLid ' ; tirallinkillillikallillikliklUtigill '' ; x ; 2 . • • +• ' w1KIw . . • •' • lam •d :,: 10 3T2 11131111111111101101011.111VAIIIMUMNIGII .t%) 11 ,..,.. 18.45b 1.912 4.861 o 12 x 3 .885 ' L�I7Li 43.158 3.011 ' '' 1 ii��., yy ' . ' �'' 8 1 l i 1 ' IUU IJLiI&i ' • I. j uua IJIUI ��iii� a�'�� L U1W ' • • B2 • ` ' • 4 • •, •• . 1 : 1Z Z 13 12 31 3 .95b 13 1.695 35.515 SIN 4.133 11 111 12 3 51) .990 11 1.093 43.112 4.b81 b.314 StiltilillitillralkilliallMINUILIMIlaid ZUM111111155114111124116111141100111Milia migustatarasgauslinlaillillitild =MUNI 3'2 r i i a Y B1 x il D a D 4 ..,_ �..6�1� ` l 1 .•.."1� x n � � ' A '' ; x ; 2 1 • • +• 1111 , . . • . ti iO x 3 t; 1" 10 3T2 31 .t%) 11 1.883 18.45b 1.912 4.861 11 x 3 C11 12 312 3 .885 12 1.093 43.158 3.011 6.293 82 . 8 l i 1 1 • I. i• U LI UMMINI I: 11 IMIM11111 UIiL1 : � IILI a +UJ ' '•' D 4 ..,_ �..6�1� ` l 1 .•.."1� x 8 � � ' A '' & ��r Ljw�uI 1111 . ��� 8 ti Wi • ' M =UM :' lei ' I' M '' --. ....A JL iri&iri wiitiiuuii E . 8 l i 1 1 • I. i• I, NS0053 ROOF PANEL ORCULAR *N1 OUTER BAWD SPRNG LOADED OPEN DAMPER (o) NS0056 Notice: A minimum of 1/4 space should be allowed from the sheet end to ony surfoce. Formed Bose Trim 6FL73 NS0062A TAPE SEAL 20" DIAMETER ROUND GRAVITY VENTS Steel Line Well Panel e l • 1 1/4' Max. 2 -4 20' aA THROAT SECTION Remove insulation from vinyl backing. insulation must not be exposed to weather. • 4) C 0 Formed Base Trim Section r/o Panel Recess PEAK PAt+EI RMN GUARD EYE BOLT BIROSCREEN BRACE CABLE NCR BAND VENT BASE $ NCLUDED 111H DAMPER OPTION Fold ∎. 0 tit. Member Screw 12 -14 x 1 1/4' at 12' O.C. Finished Floor Anchor Not by Raiding Mfg. 1/4" Oa. Anchor (mm.) at 60' 0. C. (mm.) not by Bldg Mb. Cold Formed Steel Components Yield Strength = 57.0 K.S.I. (Typ.) NS0067 NOTE: SEE NS69 and NS69B FOR DETAILS. gct �1 NS0069 When field cutting sheeting or trim, do not use abrasive saws or other cutting methods which produce hot metal partides or burn the cut edges. These methods will damage the paint and galvalume finish and void any warranties. Use double cut shears, nibblers or other cutting devices which do not produce hot metal particles or burned edges. 1 3/4' 1 3/4' pi. AI i Wall Sheeting �— HEAD TRIM NOTCH V 0 1/4 Framed Opening SHEETED WALL OPENING THREE SIDED FRAME 110TE: • ben ism* ere :M::4 o Mod OMNI Pailklia y 4er1's) demise dew sv.e mss► m ire ben mufti it a peeseetsMo. C.s+r par dicta oseses er armor Sr9wels far Wier pints chilicsben £ MAID i be eesi emc : i / • ear saes .1r w tervis i pper Ir 1ks R40 r Owe Irwwii toe St aseboxtry plir k arecto; / awe eel swirdira al vat ewr but daps lbw iv perty baked Wall - Sheeting / Width • 1/4" I 1/8' X 3/I6 POP RIVET. NS0069A NS0075 1/8 X 3/16" POP RIVET. «WO FON MINT FIELD CUT 1/8' x 1 3/4" SLOT IN PANEL AND SUP OVER HEAD TRIM. USE URETHANE SEALANT TO SEAL PANEL TO TRIM. 1 3/4' FIELD CUT PANEL TO FIT INSIDE HEAD TRIM BFL850 f FIELD CUT PANEL TO OPENING WIDTH HERE ALONG JAMB. FIELD CUT PANEL TO FIT INSIDE HEAD TRIM BFL850 FIELD CUT PANEL TO OPENING WIDTH HERE ALONG JAMB. L HEAD TRIM BFL850- OPENING WIDTH + [8' PBR JAMB AND MEAD TRIM DETAILS HEAb TRIM Bf1850 Grtlwr SEMI US fad Ow MI WOK AMA IR NS0080 kt A I cm M bye 5arr � I SITS A Standard Details e 411 RwW Sod 10816-2204111 � S -3 Wit A 1 /4 RAKE ANGLE *NOTE: DIMENSIONS Mi. VARY MEN USED IN CONJUNCTION Vi/AN EAVE CANOPY -4:- PROJECTION ( +3') W /SOFFIT .._ J 1/4 *. PROJECTION IJO SOFFIT RAKE AN(;LE RAKE ANGLE 8' /4 II ENDWALL ENDWALL J CO LIN GIRT '' 1 FLUSH GIRT ENDWALL W/ PURLIN EXTENSION * PRRO,ECTION ( +3') w /SOFFIT PROJECT1CN w 0 SOFFIT 1' -11 1/4 Bock Up Rote Note ANGL PURLN WAIN FRAME RAFTER 5/8' x 1 1/4 A325 BOLTS FLANGE BRACE (iF REO'D) - ENDWALL GIRT 8 1/4 1' - BY -PASS GIRT ENDWALL W/ PURUN EXTENSION NOTE: All CONN. BOLTS ARE 1/2' x 1 MACH. BOLTS UNLESS NOTED 3/16 ► 2 -4 HlIside Washer riot Washer \ \-- Hex Nut ( ( E Belt s., -• :.r. .mow► ....•••••• We of Frame Cable Brace to frame Connection Note 1 owei Epao '.fp `' rrycy to :acted of erher s )f t .et. (W PiluleC Desigr - • MAIN FRAME RAFTER 5/8' X 1 1/4 A325 BOLTS FLANGE BRACE (F REQ'D) PURLIN EXTENSION FRAMING DETAILS (UAIN FRAE ENDWALL) NS0033 � — Cable Broce .....M..1" • +V." _ •.p...; ..ti,r'..7c .«.c. .`' .•. :+'i► ' - •tea ..> -�' "fir � ."s..w,•'_ _ . ."`�.: t ■ • DOOR HEADER EAVE STRUT A DOOR MOTH . w - _ _„�..` �.... _. ..�..�..1e'�+� �"' "Iw.'•. .1+ _ _ '.+ .'4'_..�,.,,' r . y . • . r . * .. « ��.c'! _�ai..�.• �rIG`�► gk::'t.s.•-. 1/2' FRAYED OPENING JAMB BRACE DETAIL 2) MEMBER SCREE (PIAN) DOOR ANGLE (SA1) (12X2X14Ga) DOM ,LAIN • : j L. MACE ANGLE (SA1) (12X2X14 Go) AT JAMB TO EAVE STRUT LOCATIONS OILY :' I NS0076 EAVE GUTTER (13FL46) (14) POP NETS (2) BEADS TUBE SR. ( NOTE: 2' Mk LAP (6) PLOP RCS NOTE 2' Wit UP - - v - .r. �Ai'..'�"•.!'.. - i•l\ s "! .' •'R'!Y�,1► •war.•• . . • .� .l f'' 1 I I. EAVE STRUT (2) 'EMBER SCREWS (PLAIN) FRAMED OPENING JAMB BRACE ANGLE DETAIL Lail SIDE (AVE TRIM (ems) .. 1. L- (2) BEADS RAI SEAL ( • (2) MEMBER Tints (PLAIN) RAKE TRIM (BFLSO) (7) POP RIVETS NOTE 2' MN. LAP 112 s1oLE►LrEM (ems} (7) PCP RIW1S (2) BEADS RUBE SEAL. (14') NOTE: 2' Ill LAP 4( QIAWC TRIM LAPS 1 (3) STITCH SCREI ; (2) BEADS TUBE SEAL (18') : , . 1 !► • • ! j i P P F Column f range B 2 Bolt cij 2 Bolt ap up to 8" 2 4 1 /8' SC -3 SC -16 up to 10' 3` 5 1/g" SC -56 SC -72 up to 12 4' 6 1/8" SC -57 SC -73 I CORNER TRIM (8F1830) ( +) POP Posts NOTE. 2" IAN LAP ROOF CONVERSION TRIM (8r1852) (ONE) POP RIWT (3) STITCH screws NOTE: 2 Mil. LAP NS0081 r (2) BEADS TUBE SEAL (287 TERMINATION TRIP (BFL111-122) (6) STITCH SCREWS NOTE: 2' IAN. LAP (2) BEADS TUBE SEAL {201 EAVE, CORNER, & TIE—IN TRIM LAPS NS0124 NS0161 Sidelap Attachment (See detai A) Insulation with Kn�l folded bock at eave. Insulation with vin}l folded back at eave. Double Faced Tape Double Faced Tape (Not By Bldg Mfr.) Fasten 1/8x3 116 10' -0 0.C. Stitch Screw 1/4-14 x 7/8' at20'0C. "PBR" Panel 4 4 .,‘ , ' 4 4 4 , ;;,0 . , Te il Inside pasiue HIN -4 .0/ 4 Eave Strut Fastener X14 1/8 x 3/16` Fop Rivet 10' -0' O.0 Eave Trim BFl27t NS0258 ape Sealer Tape Sealer (Seal to Tape Seder at Eave and Siddap) Eave Trim "PBR" Roof and Wall Member Screw 12 -14 x 1 1/4" (6 Per Pond) Tape Sealer NS0757 OME 11mft$�t i i r-, • , • .� Cot catlos r VOA at bal Sur SO lowish USIA w ast el I C 7 • — — - • - J .•. _� I . `.t C • • • • • . . : �, • S ii • i • t)04 _ i f Standard Details ,(y�T�11Y jSIMPLE) (Bft19) (2) POP RIVETS NOTE 2' MN LAP ■S0084 NOTE: v// PANEL CAP TRIM (Biuli) (2) POP RIVETS -- fi NOTE: 2" MN. LAP TIE -IN TRIP (Brii95) NOTE: 2' IAN. LAP Gullet to Rake Miter Detail lam) • r --- -4- - � (2) BEADS TUBE SEAL (10 ") Locale the At Es.d Cll. ' 1 var. the erd of the meter. Am one bead of Title Sealant brtwe the End . ..op u x ono the C,ttes Ptah the Lad Cap to the 6dth istaag 04! 1/8 pap Pmts. Cb 3 tt Arse ,le al eaqes se mid alb Ella Sextant alert the utter am ±sr :3e din My the mitred edges and enact to Le Kg . Tre. mitt 10 Px gets toi 1 r 4" 0 = 1/2" x 1" A307 Bolt • = Open Hole 1 3/4' 8" 7" 1 3/4' ewail Sheeting Angle (L 4' x 2' x 16ga) Required From Floor To Eave Strut Corner Detail at Main Frame Endwall 8" Flush Sidewall and 8" Endwall 0 2 BOLT FLUSH GIRT CONNECTIQN NOTE: USE 1/2' EM. X 1' A307 BOLTS AS SNOW • 4" Man Frame Column • 0 0 Shop bided Cirt Clip 4 BOLT FLUSH GIRT CONNECTION Nov USE 1/2 NA * 1' ■307 Bills As gab 8" Girt {, .roiiii.r .r iiiKemal C It rms shown as hot rolled for demonstration only. They may be But Up or Cold Form dso. 1 SID:NAl1 or [NDWALL IP4TERk FLUSH GIRl CONNECTION DETML INS0125 3 1/2' Flat Eove Trim (BFL272) t. 1910' 'e.. ...P.a . Fastener 114 1/8 x 3/16 Pop Rivet S.S. 0 12' O.C. Inside Closure w/ Continuous Tope Seal Top do Bottom •-any �u.:E t coeds n * ed !o • foul iMs $ (s1 movie! S mss) Mg bees allied it clot $ /e�la. Caen roar d+lcle► h.� ar phi r � 4 briber ribs �W delimiting not Js NSA M Ire call u0 I ,iecrv.r4 or anal rim wrier+es 1 lka mixt err bet conbucten drum . the .rata, nest no* the .wyct„Q par k f sapillailior hs and saint 111111601111111 al ad bast bed des law wy pail wed Pop Rivet (2) For 10' -2' Trim (3) For 20' -2' Trim Member Screw 0 12" 0.C. wap Pond Low EAVE TRIM Flof trim - 1 1/4' Wdl Pond - PBR Roof Member Screw 0 6" O.C. Love Strut PBR Roof Pmel (6) Stitch Screws 1/4 " -14 x 7/8' Lop Tek Member Screws 12 -14 x 1 1/4" At 6" O.C. "PBR" Roof Panel >.ea.wR •:_.si IP as W.,- "PBR" Roof Fixed Ridge Detail For panel runs up to 125' - For roof slopes up to 5:12 IMO Die Formed Ridge Cap 13E152 Peak Purlins 3/8" Tape Sealant HW -505 AS Rear Sod w. 0116- 2I0.111 S-1 80001 NOT t5, 16 ETC. ARE IMPS NUMBERS. SEE VELD STANDARD SHEET FOR VPS DESCRIPTION COPED GUSSET SEE 8 -5 IDS BASE PLAT DETAIL FOR ME ID VELD SIZE EQUALS HONES OF WEB VELD SIZE EQUALS IHO(SS OF GUSSET WEB THICKNESS 10 GA & 3/16' 1 j4' 5/1 3/8 OVER 3/8' *JD 9ZE Of EQUALS 16 OR /7 L � SEE B -I NOTE F FOR IELD �T1F . j / � °R 1> 80002 IOe . °R W LI ANIA" N 'AL NO SIZES OF FILLET WELD FOR WEB TO FLANGE WELD ...- ".. of A. . FLANGE THICKNESS ENLARGED DETAIL NOTES A. 3/16" FLANGES ARE NOT TO BE USED FOR WEB THICKNESS OF 1/4" OR OVER UNLESS SPECIFIED BY ENGINEERING. NOTE: SEE 8 -1 NOTE H FOR All FILET MELDS 1 OR 17 1> < VELD ON VIEe SIDE FIRST B. WELD SIZE EQUAL TO THICKNESS OF WEB. C. FOR WEB THICKNESS OVER 3/8" ALL FILLET SIZES ARE TO BE SPECIFIED BY ENGINEERING. D. WELD BOTH SIDES OF WEB TO FLANGE 3" BEYOND BOTH ENDS OF BRAKET. E. MINIMUM WELD SIZES ARE DETERMINED BY THE FOLLOWING CRITERIA: (t = THICKNESS OF THINNER PART) IF t < 1/2" WELD SIZE = THICKNESS OF THINNER PART + 1/16" IF t > 1/2" WELD SIZE = FULL PENETRATION F. WELD SIZE IS TO BE 1 /16' LESS THAN THICKER PART, BUT NOT TO EXCEED THICKNESS OF THINNER PART. (MAX SIZE: 5/8 ") G. OPPOSITE SIDE WELD LENGTH TO BE "a' DIMENSION PLUS 3 INCHES, AND "b" DIMENSION PLUS 3 INCHES. H. THE PARTS TO BE JOINED BY FILLET WELDS SHALL BE BROUGHT INTO AS AS CLOSE CONTACT AS PRAC11CABLE. THE ROOT OPENING SHALL NOT EXCEED 3/16 INCH. IF THE SEPARATION IS GREATER THAN 1/16 INCH, THE LEG OF THE FILLET WELD SHALL BE INCREASED BY THE AMOUNT OF THE ROOT OPENING M J D SIZE EQUALS INKINESS OF VEB < 1/2' RANGE iH�SS SEE B-I NOTE E FOR VELD 52E 2 1/2- FLANGE THICKNESS SEE PER ADS H -529. 11110 NSDE MST THEN BGTSU FROM U11TS1IE 16 OR P SEE 9-1 NOTE G FOR IIE1D LENG1I #7 SEE 8-1 NOTE FOR 11ElD SIZE COPED GUSSET SEE B-8 FD&D BASF PLATE DETAt FCR 110 OR BGTSY TRi iSiTk)N BY O I i / SLOPNG MID SUAfALT 11 20 MAX SLOE VELD ON NEB SIDE FRST PERPENDICULAR KNEE COLUMN TYPE 1 1AlE: BUSY = &CK GOUGE TO SOUND METAL (71P.) SEE B -1 NOTE G FOR NEW LENGTH SEE 8 -1 NOTE B FOR MELD SIZE NOTE: 15. ETC ARE WS NUMBERS SEE WELD STANDARD SHEET FOR MPS DESCRIPTION 80014 X60016 /6 (13 1 3/16'1/0 \ > oR > i R 17 it 1,13 4, 110 Or ilk OR 1100 MELD ON MD < 1/2' FIANCE is oR p SIDE FIRST THICKNESS SEE 8-1 NOTE E f> - FOR HELD SIZE FLANGE THICKNESS VELD SIZE PER MPD$ H -529. VELD INSIDE FIRST THEN > l BGTSY FROM OUTSIDE /i FOR MID SIZE / FOR VELD NOTE > l5 at p V- Imo: j 5, 1 6 ETC. ARE MPS NUMBERS. SEE CD STANDARD SHEET FOR MPS SCRP ON NOTE: BGTSM = BACK GOUGE TO SOUND METAL (TYP.) CUP ANGLE TYPICAL ALL SIDES DO NOT CONNECT EIO OR #20g 115 OR /25g % EDS � 2 -24 l s ‘ 2-24 TYPICAL ALL SIDES 00 NOT CONNECT R5 OR 1259 IE1D5 TYPICAL SLOT REINFORCEMENT WNW, Siff --I 1/41 TYPICAL NE R /TYPICAL All SIDES 1 OR p ..: y : S NOTE: SEE 8 -I NO1E H FOR ALl FILLET $JJ)S SAVE STRU BUTT JOINT 125 RAFTER CONNECTION SEE B -1 NOTE H FOR ALL FUET MELDS NEID ON 1R8 SIDE FIRST BGTSY 3 OR flD 1 `3/8 THK. BELOW X \ 3/8' THE MATERIAL HAS NO JOINT <11y //K 2 RANGE l6 OR (� P / T}E JS SEE B -1 NOTE E FOR MAID SIZE /2' FLANGE THICKNESS VELD SIZE PER *DS H -529. VELD NSDE FIRST THEN BGTSM FROM OUTSIDE SEE B -I FOR / MELD SIZE V TIROL AU_ 0 OR i 150 NIBS PO OR 110a VELD ON KB 90E FRST TYPICAL GET CUP YMCA. COLD FORM BASE p_< N 0 F a U W O C � X X X C ) ( x x x x x IC X IFX X X X xxXxx Ia. X X X X X WPS x a s X x Oa 0 2 0 a s c o '� 2 s ■ .� N • ►/) 1— N N \ o (") CO p. a c08 `� I C7 8 + `gLc st5 § I ; v r. 1 d o- CD m m X x x x 0 I N 33333 N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 X X x X O I s al h L. N X x X x X X X X x X X x x x X >C 1"- W J x x O E E 1r gr M W (0 41 ttkl :4 13 t 3 3 3 3 < < < W W 9 0° . r O —Ariponomr., wimp- +. w — .. Yii wfx+,- •.tom• X x 0 0 0 N r r N r 3 4 N N N N N N 0 0 0 0 0 0 1 1 1 1 1 1 0 00000 X x X x 0 CSI w 0 0 00 W � O g g Q: 6 W W CX 44 In 1 1 j CD CD � 4 O O I�A_�M4 X x X X X x X X X X x �1 v°r S Q CV N N N 0.0 • r‘i CO 03 00 I I 1 0000 N 3 < aaa I-- r - C as § «- 6- I li d ▪ I O` cc t L < LI- Li- MOTS I Dori awes .+e soma. b &pi wed of ise(s) descried dam Wit ie■ f s) nay sae kw mines ter dlrt7 d presettMr. Cm. - sate _.t. • ediMiamd S-Sheeis Mr Why "Aim oiler demicsins ATUION 116'1,11ER Me cad 1I a de ' ! or war aim lib - etemlirs lei t< M $ pct CO' Mac coasMlec>►o• Mr s a> % `'A'} �! Fir M anecto, E amilitimv a id .i est Mrs bed dunes tli■r, .mp psty wind X X 0 a' N ° 0 al O Z CO O,3 O 1 a I x X x 0 0 N 0 0I C3 04 3 CO CIF M O X x X X x X X x a, c+ N o aa , c, co co N N a Ai CO 00 OF OF �M 0 0 0 N 1-- a Or N a CO 0) O 3 1- 0 V X x X x X x 0 0 a cr N N h I. Or ° a+ 40 tO O O a 1 X x X x X X X x x ° v1 O ar N N • r §. a t La D La La m CO 0 0 > < < M t I 1 N � allr � ra x x X X X X X x X x X x 0 a N la- a CO CO CO CO N 0i Ch 0) v) CO 0 0 te) M M ►%•) O 0 0 0 0 0 la OAW 11ts/0� i RIR r L • gib ; i I • I • f . a0 c.d..a WWI IC E r Mlr MN IBMS litelbs. ORA - JJ� !e I y J I. • 1 1 I I ..Y y • w • 1 410 Standard Details IW.dw Sot moor -22041$ V-1 - '/MA... .41. -111.1•Oupoymoys. �. _ •w!a- AMIrC - s. w - • 7� — .°" !'*u •�RiC ;"'. - •��"". .l+.r.+raw .... • „�,w,�r.. ...,�wr,,,.,,�. .� ...y . .�„ . ^�.�..�n+w- .,l►++ •:.w ,Yml•M► .,,M•�. . a,,,y• , r lase A i S - -••∎1i •'�""�• -+.�++..... --.. •mac ri•_ ..�►- .�..r- .rsw...w -. tgle Nit GENERAL NOTES I. THE APPROVED PLANS SHALL NOT BE CHANGED OR ALTERED WITHOUT AUTHORISATION FROM THE BUILDING OFFICIAL. NE APPROVED PLANS ARE REQUIRED TO BE ON THE JOB SITE CONTRACTOR SHALL VERIFY AND CHECK ALL CONDITIONS AND DIMENSIONS AT NE BUILDING. REPORT ANY INCONSISTENCIES TO THE ARCHITECT 3. ALL WORK SHALL MEET LOCAL CODES AND ORDINANCES. 4. ALL NAILING SHALL COMPLY WIN NAILING SCHEDULE OF UBC 5. COMPLIANCE CARD TO SE POSTED VERIFYING INSULATION INSTALLED IN WALLS, CEILINGS AND FLOORS (IF REQUIRED) 6. PROVIDE METAL NAIL STOPPERS TO COVER HOLES IN STUDS WHERE NAILS COULD PUNCTURE PLUMBING AND WIRING 1. MAINTAIN 3' MIN. CLEARANCE BETWEEN CEILING FIXTURES AND INSULATION 8. ALL WOOD COMING IN CONTACT W/ CONC. SHALL BE PRESSURE TREATED (DECAY RESISTANT). 9. CONTRACTOR DESIGNED ELECTRICAL. SUBMIT TO APPROPRIATE AUTHORITY FOR PERMIT. 10. CONTRACTOR DESIGNED MECHANICAL. SUBMIT TO BUILDING DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED 11. SERVICE WATER PIPES TO BE INSULATED TO MIN. R:8 N UNHEATED SPACES. 12. METAL DUCTS TO BE INSULATED AND JOINTS TO BE TAPED. 13. BAIT INSULATION SHALL HAVE ALL TEARS AND JOINTS SEALED WITH TAPE 14. WALLS TO BE FIRE STOPPED AS REQUIRED 15. ALL INTERIOR WALLS ATTACHED TO EXISTING SUSPENDED CEILING SYSTEM TO MEET NE REQ'S OF CURRENT BUILDING CODES lb. ANY LIGHT WITHIN 15' -0` OF A WINDOW MUST BE SWITCHED SEPARATELY PER WSEC 11. IF ANY ERRORS, OMISSIONS OR INCONSISTENCIES APPEAR N NE DRAWINGS, SPECIFICATIONS OR OTHER DOC1ZMENT$, NE CONTRACTOR SHALL NOTIFY NE OMER OR ARCHITECT IN WRITING OF SUCH OMISSIONS, ERROR OR INCONSISTENCIES BEFORE PROCEEDING WITH NE WORK, OR ACCEPT RILL RESPONSIBILITY FOR COSTS TO RECTIFY SAME. 18. CONTRACTOR SHALL VERIFY CONDITIONS OF EXISTING SUBSTRATE TO RECEIVE NEW FINISHES AND SHALL BE RE5PON4IBLE FOR PREPARING THEM TO RECEIVE NEW FINISHES. It TYPICAL DETAILS OR BUILDING STANDARD SHALL APPLY WHERE NO SPECIFIC DETAILS ARE GIVEN. 20. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLAN& ELEVATIONS, SECTIONS AND DETAILS, 21 ALL EXIT DOORS TO BE OPERABLE FROM INSIDE NE BUILDING WITHOUT KEYS OR SPECIAL KNOWLEDGE. 22. WOW SLATED TO THIS PROJECT REQUIRING COORDINATION SHALL BE INCLUDED IN THIS PROJECT BY THE GENERAL CONTRACTOR FOR BIDDING AND CONTRACTUAL A alENT. 23. FIR: EXTN&JI5HERS SHALL BE PROVIDED PER NFPA "10, OR REQUIREMENTS Cc L C CAL FIRE OFFICIALS. 24. ALL INTERIOR WALL COVERING MATERIALS SHALL BE FIRE RESISTIVE OR SI++.:'. ! BE TREATED TO BE FIRE RESISTIVE, 50 AS TO RESULT IN A FLAME SPREAD RATING OF AT LEAST CLASS III FOR GENERAL AREAS AND CLASS II FOR EXIT WAYS. DELIVER CERTIFICATE TO LOCAL FIRE DEPARTMENT AS REGD. 25. ALL EQUALS TO BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO CONSTRUCTION. 26. BIDDER DESIGN WORK TO BE ARO/ED BY ARCHITECT PRiOR TC CON.STR;CTiON- 21. PENZTRATIONS IN WALLS REQUIRING PROTECTED OPENIN!s' ARE TO BE FIRE STOPPED AS REQUIRED 28. COORDINATE WITH al.tvER FOR LOCATION OF ELECTRICAL. NEC H:' iCA_. h✓ PRE..h.. cost , ... - cJ.P - s RARING • :4 OC • 6' cc Ai3C _ r 'CrECC OCC CJMF•1C :JRER ANC : :' " .- = .RsrtiCs :4 OG 5E 4' ;af.7" Cr:" 54." itP''i'r 5.:R ER OFFCE 50E NES 3' :' :. °."E &A... • 6' G Mr CAC EAC . SCE E` ;"qr.. S`. - SGU •C Bell a LA cl_ -ECP. Iii 41 C''. , 4% _ FACE~ ~ LA:iECWM OVERNIGHT EXPRESS TUKWILA, WASHINGTON SITE AND BUILDING INFO. BUILDING TENANT: PROJECT ADDRESS: TAX PARCEL NUMBER: GOVERNING BUILDING CODE: GOVERNING ZONING CODE: BUILDING STATISTICS CONSTRUCTION TYPE: OCCUPANCY TYPE: ALLOWABLE AREA TYPE B • 9fd00 SQ FT ALLOWABLE AREA TYPE 5 -1 s 9,000 5Q FT XI$T!NG BUILDING AREAS: REMODELED BUILpIVG AREAS: orT O SITE AREA: EX. REPAIR SHOP EXISTING OFFICE EXISTING STORAGE MEZZANINE !EXISTING STORAGE BLDG EXISTING COVERED TRUCK WASH REPAIR SWOP OFFICE MEZZ4N! E ExiS T IKCs 5T0 e.DG EX'ST:NG C IOTA_ r_.CC.c :. ., ^'�",,,... •'� (REPAIR SHOP NEW BAY ADDITION Ex. REPAIR 514OP �EN OF~!CE NEaREMODELED FLOOR ARA. EXS'Ks .7.COR er, iE"J.h s OVERNIGHT EXPRESS 11231 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 1023043059 NO SEPARATION BETIIEEN S -I AND B OCCUPANCIES PER I C SECTION 3023.1 THE TYPE CONSTRUCTION FOR THE BUILDING SHALL BE DETERMINED BY APPLYING NE HEIGHT AND AREA LIMITATIONS FOR EACH OF THE APPLICABLE OCCUPANCIES TO NE ENTIRE BUILDING. THE MOST RESTRICTIVE TYPE OF CONSTRUCTION SHALL APPLY TO THE ENTIRE BUILDING CITY OF TUKWILA ZONING CODE v -B SPRINKLED 5 -I (MOTCR VEHICLE REPAIR) B (ACCE3.`?ORY OFFICE) TOTAL EX. FLOOR AREA 6,43: SQ FT. INDER THIS PERRMFT 2003 INTERNATIONAL BUILDING CODE W/ WA. STATE AMENDMENTS UNDER THIS PERMIT 4122 50 FT 413 SQ FT 413 SO FT 225 :rO FT 6605QFT 1259 :iC FT. (ONE BAY) 4!3 52 FT. 413 52 FT. 225 E: FT 660 50 FT 2,91E 5Q FT. 5r2 50 FT. TOTAL 1659 SQ FT. 34635QFT. 15e SQ FT. 5-38: 50 FT. 261.360 3a FT . (6 ACRES) PER ICING CO. ASSESSOR RECORVS 55 EXi Tt1:s (ON WE., rvC Crti4NGE 3 PFD:► STAN CAFC 2 NEILi BARC ERR TOTAL 16.1" 5T�L5 WALL SCHEDULE DOOR SCHEDULE 'E.. 3'- 0 ST'.-E"F' G.. WV' O CdOR 4• J"- IZArE PR;?E 'C "IVG PER OWER T*#SrOL 1,.. i 4L 1 -€ ' RP .14. PANIC bgAiWihARE AS WC:. NE.. 3 -east SCX.0 C..: = ....3- ° AN .. 1000 DOOR FNISP. M catA •'f." Aar_ FiRtNiDE c ..cos .4T IRES'Ta..Xri� tic 5G:..FC -" .. L• CAE •>Ii' OC<. .L.'ORIICaE ROOT W:. 3 -1c , -.' Ii LA ?I F& DOCJR ar p�t„E • °4.h' FRENCE ∎44:56+01. D .�:76EQ I - - e ,,00046 0 9F CMEC ENERGY CODE RED. GOVERNING ENERGY CODE: 2001 WSEC PRESCRIPTIVE PAN 4IMA'M ZONE 1 OFFICE SPACE TYPE HEAT IS GAS FORCED AIR VEHICLE REPAIR SPACE IS NON HEATED W/FREEZE PROTECTION, GAS WIT HEATERS REQUIRED INSULATION VALUES: ROOF (NO ATTIC) R -21 OPAQUE WALLS R -11 SLAB -ON -GRADE R - 10 U VALUES: OPAQUE DOORS U -01,0 VERTICAL GLAZING U -01,0 MAXIMUM SHGC U -01, GLAZga CALGLJI. IONS (HEATED AREAS) TOTAL HEATED FLOOR AREA GLAZING AREA WALL AREA 1. ALL FACED BATTS TO BE TAPED TO PROVIDE CONTINUOUS VAPOR BARRIER 2. ALL VAPOR RETARDERS TO BE INSTALLED ON tLt4RM SIDE OF INSUL. 3. PROVIDE SEALING, CAULKING AND GASKET AS REQ. BY NREC SEE GENERAL NOTES FOR ADDITIONAL INFO. 4. INSTALL WEATHER STRIPPING AS REQ i ALL EXTERIOR PENETRATIONS WINDOWS AND DOORS. SYMBOLS - _- - _- GRID LINES - COLL,*1 •1HP PC SCALE • _ :.•. "_ 11,:.411x aster 7 4 IS DRAWN SECTION OR DETAIL MJISERS DRAWING WHERE SECTION OR DETAIL BUILDING SECTION WALL SECT1CN DETAIL - SECTION OR TAR',ET ROOM Haren+I/1MR FIRE EXTINGJI5i -ER ILLUMINATED EXIT SIGN ARR')W INDICATES DIRECTION NEW DUPLEX OUTLET / 4 PLEX (D DENOTES DEDICATED) NEW TELEPrO E AND DATA AO: DOOR KUVER - SEE DOOR 5CQEDUL E FOR TYPE AND 512E • N 8;. " :5:ss 11. • rw.a► W • • t a 159 SF 315 SF (21.4%) 1148 5F • - : site VICINITY MAP • 5' S i ;1 P • _1?Cg . • w ANY SEPARATE PERMIT REQUIRED FOR: 11 Mechanical or FleCtriml if Plumbing d GasPpj City Of lUloAfiq KIDDING DIVISION LEGAL DESCRIPTION 102304 59 PORTION a I LY WLY OF E MARGINAL WAY LESS CITY OF SEATTLE TRANS LN RAU LESS BEGS 00.32 -40 W b3b35 FT FR NW COR GL I THENCE S 88 -51 -20 E PLW N LNTHOF 208.19 FT TO TRUE POINT OF BEGINNING THENCE N69 -41 -1- E 514 FT M/L TO LILY LN E MARGINAL WAY THENCE S 1•-48 -50 ALONG SAID LINE TO DU(LAIMISN RIVER THENCE ULY ALONG SAID RIVER TAP BEARING 520 -12 -50 E FR TRUE POINT OF BEGINNING THENCE N 20- 12 -50W TP TRUE POINT OF BEGINNING DRAWING INDEX Agatinianael A0.1 COVER AND DATA SHEET Al] ARCHITECTURAL SITE PLAN A2.I FLOOR AND REFLECTED CEILING PLANS, DETAILS A3.I EXTERIOR ELEVATIONS A4.I BUILDING SECTIONS A4.I WALL SECTIONS AND DETAILS CIYIL C -I UTILITIES PLAN 50.1 FOUNDATION AND ROOF FRAMING PLAN 62.1 NOTES AND DETAILS 65.1 DETAILS P Tom, SgLDING DRS E -I ROOF FRAMING PLAN E -2 SIDEWAALL/ENDWALL mar-NG Plan review *Pima' is Subject to errors and E -3 SIDEWALL/ENDWALL FRAMING Approval Of construction documents does not E -4 SI FRAMING the V' on Of any adopted code or adinance. F -I ANCHOR BOLT SETTING PLAN o f , , • ,. • Copy ns iS F -1 DETAILS PROJECT TEAM TENANT: OVERNIGHT EXPRESS !1231 EAST MAR lI IAL WAY SOUTH TUKWILA. WASHINGTON .. - V - .. - • - w wlr�'1),/ -'- SeJ_'\ • . , ::. r21 ....t`urMorItr r►it:.:.'►c f " : SEATTLE, W45I*IGTON 9se fi r . .. •'rill-.. _.,: • of the tr.::, JcJoual ittiaditg Code e iLDP'z OnlR SATAVIA (HOLDING, LLC . i • .A4 . 1809 SEvENT14 AVENUE •2 • .." - A :NNITEGT: fKJB ARC.HI ECT1.'AL GRfIJP. P5 '003 STEWART ST, SUIT Twoiczt affrai..a is rc*p.aa': ; e ' •• cos•for taac _ %Nita a31 appt+ codes. cawdit:osa e.•acr. c.: - salt::. -� to the ; equu.wrca:. a:.4,1 dpretatio�us of the SEATTLE„ WASHNGTON 9,810 , •at. ar..! r�rn... • �.' ,' .it :l�f!t♦ nut ft's - 1 :�' .._�. ' ►rK•C ! .. �%�S..C:1 a11< .i c"..rs R/C +f �e [2061624 -3210 ( • - ,orstb.'�t� f»•: a :an; ►a: d� aa v..;lt tSe taws a Last stover i+K .b: • i� 1 615 SECOND AvE4E '660 .. 4 1414 6TR ICTkR L. r-TECH SEATTLE. WASHINGTON 98104 fa> ,. ; •r" (206) 623 -9646 CIVIL. WADER IENG 1rEER,43 2V9 JA+it.i Av94,E P 44-5 SIG '+ARBOR, Iii 45i4NGTOt4 (253) 856 -eam OR 163 »VIPER 57EET ISSAGLAt.% : A5i*VGTOM4 (l42, 33' -9'20 DEFERRED SUBMITTALS EEC" & - Jam` T SULi t' :.QPI FOR ► - &E ITTED IP' Mali MAL., CO4TIZACroR Pa s - DES MC: °_."19■s CO4 R1CrGR L Uth.r•. L. - 1,.;r,t;-u:turs1 F'ru :,: .A1 of the +rtcrsstk+asl Buildup Cede j..• ..,..;►..r. Ara; the it: le 4 K•' .rw ( d as.iUaI FILE COPY � Permit /.4 oat 4 1 �DlflG DIVISION v C. t t ` t, F Ali: D� e •'' r `T t..� A Dew 3. t. o 'S 2 CO 0 a Z I- w a 2 _ J 5 m 0 L. 0 U f- 2 v^, z 0 h U W rY 0 U t" Z W 2 5 - Q a w 0 Z 0 J 5 w w x w z ARCOITECTUAi GROUP P.S. SEATTLE OFFICE 6V .. J-"( :.... ' S: ^ ! ..._, �r a• J.. i.�r J1J 98'3; n FAA 624 3243 WEN A TCHEE OFFI CE '12 C.✓S s ".,;!ON RD. SUiTE B WENATCH`E, WASHINGTON 98vr_' (509) 664 - 515 FAX 665-67.0 48 n 07 z i \ 1 STA Z Z Z Z Z Z 0 0 0 0 0 0 • VV) V) V) > > > > > > UUJ W W W W W CC Ct C4X Cr I- D I.LI o y o Q F- w J Z Cr Q = z o Q Z 0 cc 5 2 CD Q- U� < W 1-- U) c) N A0.1 D04 -410 1 • 1/ -0' i' =1 -0' - . • • : } • • NM A: ;L 9U I I - I ! I I � ! I � = I I IIE 1 r • t t UNITE LETTERS I SYMBOLS ON BLUE SACKING METAL SIGN, BOLT TO PIPE COLUMN 12'42' VAN ACCESSIBLE SIGN AS REQ. PER PLAN 3'DIA. PIPE COL. UV (2) COATS ENAMEL (WHITE) EMBED I8' INTO CONC. GRADE S' DIA. x24' DEEP ! 1=1 CONC. FOOTING PROVIDE SIGN • ALL NANDICAPPEO PARKING STALLS INDICATED ON SITE PLAN H.C.PARKING SIGN PROVIDE SYMBOL N ALL I4ANDICAPPED PARKING STALLS MD ICATED ON SITE PLAN -T - _ • t-- } ,- -, - 'f - -• `' 1 H.C. PARKING SYMBOL v 0 -• . art I y • 7 r, i 'b "e' \\ 1 S N tis I N 0 1 1 X151 STALLS REPIAIN 0 EXISTING TOIrIE;R TO REMAN s ...mor -w ••■11... - • • .00rr . r�.�. . • .. •••••••411•8 - 1.77•.x. 0 15' WATER LINE E ` - -- PER REC. x1303010134 rxIpTll r 6TA ,1 '' TO; REMAIN Did EXISTING 30 STALLS TO RE31 �Q 4 r � Ex,S'1VCs 'A 5 O . ' ` . ' . SITE PLAN scAu rz4e.e. N w _ \ 7., E)(i STNG I6 STALLS TO REMAIN . 4•111 11111•111■1111111•111..• • ti EXISTING LANDSCAPING TO REMAIN - _ _ ■_ _•.rte •.. r.►a. -_•••••• •••. a.:_�• - yn • CENTERLINE OF CITY CF SEATTLE TRANSMISSION ROW EXISTING 13 PARKING SPACES TO REMAIN EXIST 6 TRIiCK STALL TO RET IAN EXISTING BUILDING TO RE MAIN NO WORK UNDER NIS PERMIT ISTIS 2 $ TO EXISTNG b STALLS - TO REMAIN ■ 1 1 N 81 E 40LEASEMENTE2R INGRESS/EGRESS PER REC. x1202290168 • VERIFY 1 006 �1F- _•i alb 54332 •i'+..wrr .0..momm... - te tkapro _ , ■ .. - -.sarris..r EgISTING StIALL$ TO DCISTNG SCALE TO REMAIN t `} ' 1 1 EXIST** 41 STALLS 1 TOr.REM AIN 1 BUILDING ADDITION -•- • - a1111111111111a.ar \ \„ 1 t \ 1 \ \ \ ; J _/I - o t 1 1 0 ' 1 ' _._._._..._�_ _••111111•...... RELOCATE l GREASE/OIL --- 1 . • _ SEPARATOR REMOVE EXIST: SHED • 1 1 1 1 1 1 I 1 k 1 1 1 1 1 EXISTNG GAS ISLAND (W CANOPY TO FBMA'N 1 ■ 1 1 1 R = 2834.191 1 ■ • i ' 1 Pt - 1 \ \S „ �I: -' �- % L = 16.60 SOUND TRANSIT v RAIL TRESTLE b04- to Pr EVFD C %T '` };"� SEATTLE OFFI cE 603 STENART STREET SL PTE 707 SEATTLE wASHINGTON 9810' (206) 624 - 3210 FAX 624 -- 3243 WENATCHEE OFFICE '!2 OOS STATON R0. SUITE 3 WENlA TC,-+EE, WASHINGTON 9880i (509) 664 - 5181 FAX 665 --3750 ( ( I ) W ~ CC o wcnz 0 L w z F. Q zZQ I 0 cr 0 < m � J Z pQ w C/) M N / T O 4879 41, f ah :LICOA STMT. OF DRAIN @EOLF) GAP SCALE AS 4. JOS NC Wee A1.1 0 N O O O Jar ar -4r ,LKiNT LEGEND A4.1 6 '-b' SCALE: 1 /4' =I' -0' 'Et PERCIR`r ✓iP R ..1Goa EEC T D'► SEC" RICAL OORACrOR U/CER sermaxiE Purr 46 11' -4' 10' -1' ENLARGED PLAN REMOVE AND RELOCATE EXISTING LIGHT FIXTURES AS INDICATED. REPLACE DAMAGED OR MISSING BULBS AS RECU/RED. MATO4 EXISTING MOWING HEIGHT TO MAINTAIN CURRENT LIGI4T1NG LEVELS. PERMIT BY ELECTRICAL CONTRACTOR i P -LAM TOILET PARTITION AND SCREEN. MR. GLIB, TEXTURE AND PAINT. TP. J1 MEN'S ROOM SCALE: 1/4' 1 O O O O R REFLECTED CEILING PLAN 3' -10' t j N : ON aVFR5DE OF . ROCF FRAMING - PANT . a� . • A 14 . - - . 1 1 1 _ _ _ _ _t__ . S P -LAM WAINSCOT TO 48' AT UET WALLS. 1 DI A BRUSHED S5. GRAB BARS VINYL FLOORING W/ b' INTEGRAL cove!) BASE I'- I NEW BAY 5' -0' I 12'-0' J T, :l 3 ? II' 1 ! J III1 : I .,1 1 2.11 I 8' CONC. PIPE BOLLARD FILLED WITH CONC. (2) TYP AT EACH CORER EXPOSED TO TRAFFIC. 8' CONC. PIPE BOLLARD RLLED WITH CONIC. ALONG IIEST SRS AT 8'-0' OG —� — .1....a. ••• 0 0 0 0 0 >-6 WOMEN'S ROOM SCALE: 1/4 1 (5) I'0' ,# t i I- -116 (4.1 TRDIGi4 DRAIN TO 04 EX - ROUTE TO SEPARATOR HEN aim AL' mb% TO REPLACE 'ASE EASIEgat BAY TO eE - 1"1004 BUIL.DKs STs1B'L 4' -b' VERT LFT DOOR `T MATQ4 EXIST. O-" I aDE r DIA CQ . Fa1ED APE mumps ONi EACH SCE OF NEW • • . --- • INVADE AL1£! WE PRICE TO__• TO MA 04 DcISTIG DOORS (Ai ''''''' EXISTING GAS HEATER AND GAS LPE 1 DIA. BRUSHED SS. GRAB BARS TP. DISPENSER I SAN. NAP DISP. EASING vERT LIFT TO REMAIN --;, - - - W ESTPvLFT DOOR TO At4 WO ONCE NEW STRUCTURE IS N PLACE. REMOVE EXISTING FRAM VERIFY 111/ wee vERFY NEW LOCATION OF REELS W/ TENANT EXISTING WATER SUPPLY gFLOOR PLAN 81'-0' TNG EM WALL T SAIIICUT OR REMOVE EXIS ' EDGE CURB PER STRUCTURAL ARFT NEVI LOCAT CHS OF 645 HEATERS tY TFNMR PHONE EXISTING WASTE OL SUMP AND CAP ALL L DAST NS TRHcU DRAINS TO 11M1AN - REROUTE TO NMI SEPARATOR LaCATION 1 yr �. +.....- •��e... �...,�."..a. ��- ., �'.'� •-..w. EXISTING VERT LIFT DOOR TO RS'1AN NEW BUILDING Etto WAIL AS REQ. BY MIL BLDG MAN .FACTURER RELOCATE EXISTING OIL AHD GREASE HOSE REELS EXIsn+G vea LFr7 000R TO RBvw I EMOVE EX STI G GMT a • SLUDGE TRAP *D ✓HILT -CAP ALL LAE& REM& MD RELOCATE E asTNG OLRK'FR SEPARATOR ■ (2 n Li 0 EXIST. ELECT SERVICE TO BE RELOCATED TO THE MAN BUILDING WITH NEW 5EC.O4DAR1r LINE RW BACK TO 5140P FOR POIIER • 1 I'-4' REMOVED BAY 6 -0' RELOCATE EXISTING GAS METERS RELOCATE MAIN SPRINKLER VALVE -'—`� RELOCATE U4 ------ }PORTION CF TIE EXIST. BUILDING AND SLAB TO BE RE 10vED :ti f .. 1 , 5 • RELOCATE EXISTING GAS HEATER AND GAS LIE RELOCATE EXISTING AIR GO REMOVE EXISTING TREND.. DRAIN AND CAP ALL WASTE LPES RELOCATE EXISTING STEAM C.E.MER 8, Po4- es .; 9 i ; C1 CORREC ; ION LT R# `: F.. E .�+, •, T% ANIMA Pmt emu'` I-- d Z m V) 0 I- U W U F-- W a a W 0 Z 0 ID SEATTLE OFFICE wt.r ' •:T °EE T ;LITE sE . ; ;' (: :k ' _a 52 WENATCHEE OFFICE 71: . ' cos : "A `;'?f: RD wEt; A r._ HEE, WA>>H!Nt: T 98801 (E;l , _ , FI. t 4879 Z Z Z Z Z Z 0 0 0 0 0 0 N V) (1) V) V) V) 5 5 5 5 5 5 W W W W W W ARCHITECT I A GRE PER �n•Z� DRAIN oEaE CAP DAT • 54 IS IP4CITD .JCS rG A2.1 .-- .rte." -' GLAZING SCHEDULE WINDOW ' REMARKS V NO. WDTN ' 1- EI&4T1 TYPE 1 i LOCATION ' 4LUE ` A d I 9'-4• t 6'-4' i ALI/114r ST - PM E.EYATIONS j OFfiCE u . j/Q 59 eq ft TEMPERED GLASS PER B.EVATIONS { 23 6'-4' L''1 ST - PER ELEYAT »45 I OFFICE u .6, 131 eq R TEMPERED GLASS PER ELEvATiON5 D3 6'-4' 1 ALUMNI " 15T - PER E EVAT ONS ___.. u . V ` 101 eq ft y . T _ t _ A 3'41 ' 1 Ai. 4Ii STOREFROI4T - PER E.EVATICNS I OFFICE u • i u 21 fq ft 1131PERED GLASS ! GLAZIMS AREA TOTAL mita n. 1 . WOOLS AND DOOR N HEATED AREAS OIL: SCALE: 1/8' =1' -0' SCALE: I /8' =1' -0' I NEW BAT ADDITION W/ METAL 4 , EXISTING BUILDING ROOFING AND SIDING TO MATCH 'i` I EXISTING METAL BUILDING 1,1 !, ff ' • VIEW ADDITION I No ? E . I PAM EXPOSED PORTION CF S T .. PIPE ms COATS MAF RC LPE `EOr: BOLLARD -w- i- I ( I s I II - V i (4 NEW METAL Ov£RNEAD DOOR WI TEMPERED VIEW LITES TO MATCH EXISTING DOORS SOUTH ELEVATION NORTH ELEVATION may- ROIFDED CONC. . AP 8• rDIA SIL PPE �. Mk Coro. �-4T WASH • DNA CONC. FOOTs - -� t, (3 "3 EXISTING BUtLDINCs 1 sr ,. e' i r II■EW ADDITION ! y 1 4 I ADDITION EXPANSION JOINT ( 5) • NEW OFFICE ADDITION W/ METAL 51DIN4 TO MATCI4 EXISTING MIL BLDG NEW ALIJ1. STOREFRCNT WINDOW SYSTEM CMU BUUGIEAD WALL W/ PRECAST CONC SILL CAP, TYP EXP. JOINT @ ROOF r=r-of • MAIN FLOOR EL 40' (A> ---- NEW METAL BUILDNG DID WALL W/ METAL SIDING TO MATCH EXISTING BUILDING 12 EAST ELEVATION SCALE: 1/8' =1' -0' p u DOOR AID FRAME NM BOLLARD'S PER raw DETAL 5/A9J TYP SCALE: 1/8'= I' -0' CMU BUI-KI.EAD WALL W/ PRECAST CONC SILL CAP, TYP WEST ELEVATION , - - �' �+�� -��. +. —v- ice..+- �.- .r._a+�! -. ••■•• —.— • ( ( E ) 12 P0 ( A NEW RAE DETAIL AT METAL BUILDING TO MATCH EXISTING. FIELD vERIFY �. NEW METAL BUILDING DID WALL W/ METAL SIDING TO MATCH EXISTING HUILDtNG - E : .- cry � �C -t..l�► ` - • PERMIT U z W c) z m 0 ARCHITECTURAL GROUP PS. SEATTLE OFFICE 6?3 •.•- STREET SUITE SEA T TLE. rva SHING TO►N 991'2;, f of f.?4 - :1 WEN A TCHEE OFFICE -)LDS f..TCN PE) DUI' -c fr'NAT viEP WASe-14 I.,flN y '� REGISTERED ARCHITECT ( A a'E RC CH 1 ST *WE OF 1111 DRAM LW. GAP C." I' '5 - 34 sr.ALE CAM A3.1 E S ..11111111•■•• • NEW ADDITION TO MATCH EXISTING �. .. r • 1r NEW METAL BUILDING ROOF W/ BATT INSULATION AND ROOFNG TO MATC14 EXISTING NEW METAL I3UILDNG END WALL W/ BATT INSULATION AND EXTERIOR METAL SIDING TO MATCH EXISTING REMOVE EXISTING MIL BLDG END WALL PER MTL BLDG 11.FR DRAWINGS NEW CONCRETE SLAB AT NEW BAY ADDITION TO TIE INTO EXISTING SLAB - PER STRUCTURAL GRIND ExI$TNG CURS SMOOTH TO FLUSH LW POOR SLAB/ OR REMOVE CURS N IT'S ENTIRETY. COORDINATE tW STRUCT Il 1' t; BUILDING SECTION SCALE: 1/4' = I I - O' SCALE , !: 4': ! -0' BUILDING SECTION ti 11 ' 1 .i 1 1 _A.SEA WORK AKA I i t Qf))4 FIELD VERIFY EXISTMG ROOF SLOPE PRIOR TO CONSTRUCTION BATT I JCCULATIO11G/ WHITE V JYL ACE AT NTERIOR FOR FREEZE PROTECTION NEW 15'x12'w. OvERHEAD DOORS IW vIEW°ORTS TO MATCH EXISTING DOORS NEW TRENCH DRAM AT OvERHEAD DOORS - TIE T TO RELOCATED OIL/GREASE SEPARATOR I CONCRETE SLAB AT PEW BAY ADDITION TO TIE NTO EXISTING SLAB - PER STRICTURAL REM vE PROTON OF EXISTING BUILDNG NEW RAKE EDGE DETAIL TO MATCH EXI5TI).4 BUILDMG NEW METAL BUILDING END WALL W/ BATT INSULATION AND EXTERIOR METAL SIDING TO MATCH EXISTING NEW OFFICE ADDITION W/ TJI ROOF FRAMING PER STRUCTURAL - ROOF SLOPE TO MATCW MTL BLDG NEW OFFICE ADDITION NEW REnf ca+c FLOOR eLae, RV r WALL AND FOOTING PER STRICT ' •••••• ■• - •••••■••,. -. 11.1.0i+, Mme• .p F i *,'LA J Z Q U O a a 0 Q Z 2 ~ : Z CL' W a � U U • 2 W 0 5 w 2 x 1-- W (_7 F- 2 mm 000000 5 5 5 5 5 5 W W W W W LJ SEA TTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (20b) 62 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION R0. SUITE B WENA TCHEE, `n.ASHfNCTON 9880' (509) 664 •- 5181 FAX 665 -8750 C') C,) W � CC J Q a- 0 >— X ° < 1.1-J1 � 0 z ci) Z o (D —,1 co § Z oQ CC LI-I ? W W M N / T O 487 RE isTEAC;, w - _ stwiE of .A9II+cTa+ DRAIN Lint CAP 15/04 scria .Is IMG.D JOS NO, A4.1 AL • �'--- •.�.,,- - 1� ----• S C A L E t4 2 JAMB @ CMU METAL ROOFING TO MATCH EXISTW BLDG ROOFING RIGID INSULATION (R -21) ON ROOF FELTS OVER SHEATHING AND ROOF FRAMING PER STRUCT STL COLUrt4 PER S1 RUCT. FIRECAST C OC. 5LL CAP SCALE: 3/4' = I' -0' WALL SECTION E- vrar -er JAMB @ CORNER .1••••••011. _.... . • a FICA maser-4r • WALL SECTION SCALE: 3/4' = I' -0' CMU @ CORNER 4 d • 5/8' GI!$ AT UNDERSIDE OF ROOF PRATING PER STRICT. WOOD FRAMED SHEAR WALL PER STRJJC RJRAL IW GIB FINISH EACH SIDE RILL IEIGI4T - SEE PLANS FOR SHEAR WALL LIMIT AID NAILING REI F CONCRETE FOOTING PER STRUCTURAL a METAL ROOFING TO MATCH EXISTING STORAGE BLDG ROOFNG ON RIGID INSIL.. (R -21) ON ROOF IkELTS OVER SHEATHING ROOF FRAMING PER STRUCT 6' METAL STUDS IW EXT SHEATHING PER STRUCTURAL 5/8' GM ON 6' METAL FRAMING W/ BAT NSULATION lx WINDOW SILL TRH 2v2' MTL MARRING •24' 4' FROM CHU W/ BATT NS(L. R--11 4' SLAB PER STRUCT. ON FREE DRAMA GRAvEL uY v5. v WALL SECTION SCALE: 3/4 I' -O' • .o I VOL-P-1 to 2x10 FASCIA W/ CONTNUOUS FLASHING 1/2' EXT. GM SOFFIT ON 2x FRAMING IV? MTL FURRING ON WALL FRAMING W/ WEANING, BLDG PAPER AND MTL SIDIP4 TO MATCH EXISTING MTL BLDG CONTNJOUS FLASHING W/ DRIP AT WINDOW LEAD W/ SEALANT, TYP ALUMINUM 970RE FRONT SYSTEM, SCE PER PLANS hte6 43. C NTE .J E OF STL COLII'N, BEAM AND STOREFRONT SYSTEM Sxaxib' CMU BULKHEAD WALL W/ PRECAST SLOPED SILL CAP MAIN rtooR ELEV. 40 REINFORCED FOOTING AN DFOINDATION WALL PER STRICT. se • SEA TILE OFFI C E 603 STEWART ST 'tET SUITE 7 5E4 TILE, WA SHrN4 TON 93' (2;.6) 6.24 - 3113 FA it 624 -- 3:4: WEN ATCHEE OFFICE 112 O DS S T A TICIN RD SUITE B WEN A TCHEE, WA SHNG T C )N 93301 (50)9) 664 -- 5181 FA 'A 665 -8750 C C CC W = wc�n EL z o Q X p W � a 0 ZZ I E � < 4t e (5 5 co F . CL Ci) CC 0W O on, 1c 7 APE I s lE 111019006101‘ CRAM ogEolcm GAP DA 11' 15/04 SCAki AS PICTED JOS rip Wee A4.2 _ �...�...n.► • SOLID WALLS STANDARD STRENGTH FILTER FABRIC • „, ilk„ —GRATE 111X1ELLIDUJEUIDI / CATCH BASIN r I CATCH BASIN - --------.P. OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM • tr • - GRATE r Crtof Tukta I . r... - t FILTER FABRIC PROTECTION 1 I CATCH BASIN INSERT CATCH BA$1N INLET PROTECTION (SEDIMENT RETENTION 1. PURPOSE: STORM DRAIN INLETS ARE PROTECTED TO PREVENT COARSE SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS. 2. CONDITIONS OF USE A. PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAN INLETS DOWNSLOPE WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. B. INLET PROTECTION MAY BE USED ANYWHERE AT THE CONTRACTOR'S DISCRETION TO PROTECT THE DRAINAGE SYSTEM. THIS WILL, HOWEVER, REQUIRE MORE MAINTENANCE, AND IT IS HIGHLY LIKELY THAT THE DRAINAGE SYSTEM WILL STILL REQUIRE SOME CLEANING. 3. INSTALLATION SPECIFICATIONS: A. FILTER FABRIC PROTECTION IS FILTER FABRIC PLACED OVER THE GRATE. CATCH BASIN INSERTS ARE MANUFACTURED DEVICES THAT NEST INSIDE A CATCH BASIN. BOTH OPTIONS ARE MUCH SIMPLER TO MAINTAIN THAN ANY OTHER METHODS OF STORM DRAIN INLET PROTECTION AND ARE NOT A HAZARD TO TRAFFIC. B. BOTH OPTIONS PROVIDE ADEQUATE PROTECTION, BUT FILTER FABRIC IS LIKELY TO RESULT IN PONDING OF WATER ABOVE THE CATCH BASIN, WHILE THE INSERT WILL NOT. C. FILTER FABRIC IS ONLY ALLOWED WHERE PONDING WILL NOT BE A TRAFFIC CONCERN AND WHERE SLOPE EROSION WILL NOT RESULT IF THE CURB IS OVERTOPPED BY PONDED WATER. D. THE PLACEMENT OF FILTER FABRIC UNDER GRATES IS PROHIBITED. E. IT IS ALLOWED TO CONSTRUCT A SMALL SUMP AROUND THE CATCH BASIN BEFORE FINAL SURFACING. THIS CAN BE A VERY EFFECTIVE METHOD OF SEDIMENT CONTROL. 4. MAINTENANCE STANDARDS: A. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. B. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE - -THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. C. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN INLET PROTECTON N. T.S. for - �. -• •c+. .t. w-ti c NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. ;� i = . 7 .FFy -_ - -E __mac•- ASR: +a,�.., :r,;,,.r. .� - � - �4 =J� NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE, THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. r Seelt •o,.n„r w,! NICIPre r v mr""mir Iowt M AEStop/tTION . z i -'•• - -- - _ ..��. _ • i • \ - , � 16LS LoQ Tio P 1 O F 9epTtc 'N ' ' NEE cop . Erti ABANDON D(. DRAINFIELD. LOCATE AND ABANDON EX. SEPTIC TANK AS REQUIRED BY KING CO. HEALTH DEPARTMENT AND CITY OF TUKWILA _airr.•. •- �-- - ,��• - • I,. •ate ... 7. • • DC. WATER UNE- IT APPEARS TO BE A FIRE SERVICE. DETERMINE SIZE AND IF R IS CONNECTED TO THE EX. 4'1 OR DC. CONTACT WARNER ENGINEERING FOR FURTHER INSTRUCTIONS. SEE NOTE 6 15' WA 12 LINE EASE.LIEN__T F 15i013 VERIFY LOCATION AND ELEVATION OF EX. BUILDING SEWER —SEE. NO 2 ..r ifl ,C) S Co ssco EX. SPRINKLER tax Eit SITE PLAN 4 "afe( I ■AM ,5 R.Ca sc,NMGei SS 0 1' ,k - tea EX 4 "OW 40' :MEW FOR $13L INGRE55/EGRESS FER REC. ir120 W G 6 � O ' 000�� A O VA LT �..+..- --- �..+r•- �«+.R+ -.- -�•-• --.... -.►ten- a��► -- •••• ,. .. PEW 6"FDC NEW 6 `1"18'4 i ' E 543.32 r 5 ?.6t Ssco LOCATE EX. DOMESTIC WATER LINE. RE— CONNECT EX. DOMESTIC WATER TO RELOCATED BUILDING & INSTALL REDUCED PRESSURE PRINCIPLE ASSEMBLY AT THE METER, BETWEEN METER do BUILDING .-• , , t•1 a 0 SS NEW ARE HYDRANT ASSEMBLY INSTALL SSCO. CONNECT RELOCATED BUILDING SEWER TO NEW SIDE SEWER 6"SIDE SEWER -SEE NOTE 3 S SC O I LOCATE D(. TRENCH DRAINS PIPE. ROWE & CONNECT TRENCH DRAINS (WASH BAY SUMP FLOWS) TO OIL/WATER SEPARATOR DISCONNECT EX. GREASE TRAP FROM EL ON -SITE STORM SYSTEM MD CONNECT TO NEW 6''SDE SEWER EXISTI45 SCALE SEE NOTE 4 TO REMAIN Elq DI IRRIGATION METER INDICATED FOR RE- LOCATION (35' SOUTH) BY SOUND TRANSIT LOCATE AND VERIFY INVERT ELEVATION OF Dx. SEWER STUB -SEE NOTE 1 SS DL WATER (ASSUMED TO BE DOMESTIC) LrllHS�Z� comprecTtots - . - - LOCATE AND CAP DUST SEWER SERVICE .. i i 1 i ssco S c, ., // //' �/' A/ ., ,../ , 4 ,.//" ..... ./ ,...z... / .. • /, \ / /�, •i G G CO.- \ - - ' % / t i /`'f,x If REMOVE EXIST: tsco 6'SDE SEWER -SEE NOTE 3 EX,STIN3 GA. t! A ;j pti% C N FY %Y-'f-t ,` 1 1 :i;z5 � �M► _-, o�rr I 1 PIONEcnot PROVIDE lay s�vas�° EX. DOIiES11C 011ER ` 1 1 1 1 .,_ 1 1 1 1 1 1 1 .54.4$M IT Muir &t7 SIDE 772 pgo Cot (. Pt A+t y0 fkis Nkt AT p e V OM NEM a t, NEI • t' ; - - _.____..._._...._.,,__.•.___.___________„,_ Dc. ARE SERVICE - NEW 1 ° DOMES IC WATER RELOCATE EX. GAS METERS & SPRINKLER VALVE 1 RELOCATE ELECTRICAL VAULT IF IT INTERFERES WITH SOUND TRANSIT FOOTING 6''SIOE SEWER -SEE NOTE 3 LOCATE AND VERIFY '', INVERT ELEVATION OF EX. SEINER STUB \ -SEE NOTE 1 1 IMF t"u =ACE APPROXIMATE LOCATION OF PROPOSED SOUND TRANSIT RAIL PIERS (TYP) SEE NOTE 5 r .) Po r HoLA6 Ad60.5 re• tit. 7'a VER/Pr RSSumP7701415 NEW 4' CONNECT TO EX. TO FOC CONNECT TO DI SERVICE MI 1'1 METER & RPBP IN HOT BOX PER an DEW REVUE DL CHECK WillE . _ Date: • ' __ V/ 1 1 1 2 1ENEN IN IINU. REMIXE E2. MEIER HID 11510111. NEW 11P IEIER NO NW N mar EU PER CM OEMS ALTERNATIVE LOCATION AND LAYOUT OF DOC IF DOSING FIRE SERVICE TO DISPATCH BUILDING IS Nal 611 OR 8 -SEE NOTE 6 DETAIL 2 -- ALTERNATIVE WATER CONNECTION SCALE: r=20' REMOVE Dc. SINGLE CHECK VALVE & VAULT. (SEE WATER CON NECJION BET* 1 BELOMr) REMOVE EX. 2'WATER METER, REMOVE VRu.c.r SIDVAMLX ASD CEA E INSTALL 2 -1' WATER METERS 2 Mic.71 R• 8oX Pei c al SPE (SEPARATE METER FOR EACH BUILDING). INSTALL RPBP ON HOT BOX) ON EACH UNE PER CIF( DETAIL. (SEE NAM CONNECTION DEUL 1 BED ` l:ecc plans have been rrvien The T'ublic \Voris Department for conformance with current Cite standards. Acceptance is subject to errors an omissions which do not authorize violations of ..t adopted standards or ordinances. The lesponsibeity for the adequacy of the design nets totally with designer. Addition', deletions or add= . limo drawings MI will vie weeptance • and wII ascials a soulbuiltail of revised drzwings for saimpuma approval Tina! acceptance is subject to field inspection by t Ile Public Works utilities inspector. oS" 1 EX. 8'/W NEW 6'0 (ALTERNATIVE) NEW DOC (ALTERNATIVE) NEW 6'1 (AL+► 170L1- D(. 4'IIN DI WATER (ASSUMED TO BE X MESIIC) Si i i Qm� gigum W V � aD Q tt� z Law PrervED cry OF P-1101111Uk P E I MET C4 -J CC 0. CI 0 ▪ Li L ( r CC I P! 14-6r 18 5 ! f i —g c: w o z - 2 - 0 603 STEWART STREET SUITE 707 SEATTLE. WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 112 OLDS STATION RD. SUITE WENATCHEE. WASHINGTON 98801 (509) 664 - 5181 FAX 665-8750 sciki UTILITY PLAN zow Am zzzz - Cii cetxxcr I I Z 0 Es cc 03 I- F- 1 _ 0_ a) IA cn co y— icv 4,0004 w. LEGAL DESCRIPTION (PARCEL 11023049059 - 6 AC) 102304 59 PORTION GL 1 LY WLY OF E MARGINAL WAY LESS CITY OF SEATTLE TRANS LN R/W LESS BEGS 00 -32 -40 W 636.35 FT FR NW COR GL 1 THENCE S 88 -51 -20 E PLW N LNTHOF 208.79 FT TO TRUE POINT OF BEGINING THENCE N69 -47 -10 E 514 FT M/L TO WLY LN E MARGINAL WAY THENCE S 16 -48 -50 E ALONG SAID UNE TO DUWAMISH RIVER THENCE WLY ALONG SAID RAVER TAP BEARING S20 -12 -50 E FR TRUE POINT OF BEGINING THENCE N 20- 12 -50W TO TRUE POINT OF BEGINING t + T OWN ' T HAT Iiiiiiiiiiii1111111111 0111414 =WM uI11•1II1111II1111111 2 rt I t 4 400 I .44 i r e VICINITY MAP .�. wrn....• l� q„ - �..a ..•No.- - ...,•.,w. - •.� �'.- - i..s - • �� 44411 t • • _ ii! f Viii ii 1 s • . • • - - - • , ice'•' i • PROJECT AREA -,4441144014441M0441•44 AWN.- - • ••••••• . t i 1 1 1 1 1 OVERALL SITE PLAN SCALE:1=100' PROJECT SITE 11231 E MARGINAL WAY S TUKWILA, WA PROPERTY OWNER: BATAVIA HOLDING, LLC. 1809 SEVENTH AVENUE #1002 SEATTLE, WA 98101 412. -• - • • • - ' • • •:a: I • • NW 1/4 OF SECTION 10, TOWNSHIP 23, RANGE 4, W.M. OIL/WATER SEPARATOR PLAN t • I i i +mac -.+41114.. 444.- OVERNIGHT EXPRESS COMPACTED FOuNOATION GRAVEL UNOEFt vAULr City o f -'• Tukwila r c ar - . l+.. I YIN •rr ig- City of Txkwils .;; plans 1 3) L rt reviewed h ' 4444 .�. �. -e,•2c.0 }' 't:: I'•.hli;: i) part : . or conformance Witl .: Accei/tance is subject to errors .i It: - i'Sior :s which do not authorize violations of t:,,:•. ��_ st:ir:i.�rd- .�, ilydi;: The an !'esponsibilily Io:' ':r he ;!;.:sign . s tut lily •..�I r��� � �J 1 � �) .' �� >1S c red isiwi.s Cv rr:c� .k.;1 �'��,i t::tS .:���• ^'aFc • of r vial. dr for L L :.: i�t S • :k' .•7 Final L-.':xeptu'?.:; the Pub1i;: 1 • ui: ; s Date: t,. z.:_,.... q 05.03 S. SHELTON UMW • •.....t NMI = -Sr subject to field uaspectiuu by L:spector. 100. "r0 SCALS. CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE b VAL•L- WS-ts i OF 2 MA-ERSAL LSTNG: 3; S �' . :' ?� S'AR 3C, AHO ASP -_L; EMI:LS.Ch ZGAT:i4G Z � w0 QS 5: ?�x_ 3 ° :AST :: *.CP :FrE SrEE:- .2',-.: E ..v.'C"7 O Ke•% - :AR"( K: " SZE te .■• ASSEM&Y 4 C S - & £? _,.:CE? :r' ;,'vE? 3G' OF-E^ 3TT� APZ _A.* :"E:,( • k i=_ 6 R : SRC1( 3~ASS . %: _ AP'o4 ^. "7:: DC/A ANC :4 mA7".ER JAE - 7 - 4 i 4,PeRc,E3 JC•.: %Mar _NE : T'►+ fib*,;` SEA-E: S:- �-^t= .�4 :c5 ANc • ti - x r."Rt R AND !Y = ?'C= ARCL�•C >'x .•.S *N• '.C'. - S+ t :AV... .. j . ' .R _ u � . s A: • _ �'Lt. ti - 7 - -• Y_ '2 - &'VG EE - ?.�.E'.4.» S Z '�C:C C ♦ , _ 2 •-•:4•CE0 9C 3:. VC ' 5 £_. 39 37E: S " =mac= C` •1 -- X' _= :t• ac- 3E*.0 a• 'ti' . A _ "tn. 3s ?� .A. - SC - 4 - - C A DETECTOR DOUBLE CHECK ANC VAULT ASSEMBLY GENERAL VOTES. 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'TSz S101.._ aVIIKSINECT +►r 3RivC?S =lics`r6E 411[ .=10€5 "ES 0 E3a54. - 3 K ZONCIIIFIE - s~`... r s -•C I It a VrEfs. ..161M _- - - TIC ! ∎C'tv -tw sc, c t - a ige °CS - ,s Auk.. SICC.,NG vaL .ES 9.44.1. OE O - L S-+-@ +410 CROSS CONNECTION CONTROL 3 rEI:raw aalacE COMPOIE VALVE wuL IMO 2 as 2 DISPATCH BUILDING 4'- OIL/WATER SEPARATOR SIZING WATER INFLOW: 10 GPM (SINGLE GARDEN HOSE RATE) RETENTION TIME REQUIRED - 45 MIN. MINIMUM VOLUME REQUIRED = 10GPM x 45M1N = 450 GAL VOLUME PROVIDED = 600 GAL (MINIMUM ALLOWED) USE HANSON PIPE AND PRODUCT OIUWATER SEPARATOR MODEL 577S COVER i 2 !F : 0 0•CW.I : trrt }t�s_ s £- F.ra: - USE 2g ACCESS RISER !COVER No 02-R) K;E '- 1 E 1 .04 4 1'20. ,a "■••gow m tt► wmplImf w :.,.Mr1 +a,. I!+ •m► fir* n+ imilloar lime sns LOCATE EX. TRENCH DRAINS PIPE. ROUTE & CONNECT TRENCH DRAINS (WASH BAY SUMP FLOWS) TO OIL/WATER SEPARATOR 'AI,* F- • ;err Cr VIE* • WE" SAP E - .trr w� 225 I:t -a KE INDS OIL/WATER SEPARATOR RIM =19.8±(MATCH DC GRADE) IE(IN) =15.60 IE(OUT)15.35 -SEE NOTE 3 OIL WATER SEPARATOP. OR 20 0 GPM AT 30 0 GPM 11.91 RATE AT 30 MM. RETBITIOM 45004 RETENTION 900 SAL. MAX. CAPAOTY AT 4 •9' U01% DEPTH 6"SIDE SEWER -SEE NOTE 2 1 ' , 1 1 0 ......-- o 1 --1 SCALE: 1" = 40' -0" _ 1. CONNECT NEW 6'SIDE SEWER TO DC STUB. F THE INVERT OF EX. STUB IS TOO HIGH TO MAKE ^' CONNECTION, CONNECT TO EX. SEWER MAIN IN MARGINAL WAY S. F EX. STUB IS WITHIN PROPOSED SOUND TRANSIT PIER RAIL FOOTINGS, RELOCATE CONNECTION TO EX. SEWER MAIN. 2 - DISCONNECT EX. SEWER (SEPTIC) 2' OUTSIDE BUILDING WALL INSTALL SSCO. SEE NOTE 3 edow.' • 3. MAINTAIN 3.0' MIN. COVER AND MIN. SLOPE (OR AS APPROVED BY VAL - VUE SEWER DISTRICT) , ON SIDE SEWER AT ALL LOCATIONS. INSTALL SSCO EVERY 100' AND USE CAST IRON RING AND COVER, OLYMPIC FOUNDY OR EQUAL, AT ALL SSCO LOCATIONS. 4. RE EX. GREASE TRAP, IF IT MEETS THE REQUIREMENTS OF KING COUNTY, OR INSTALL NEW OIL/WATER SEPARATOR (SIZING BASED ON PRESSURE WASHER FLOW AND 45 MINUTE DETENTION). 5. VERIFY LOCATIONS OF PROPOSED PIERS (SOUND TRANSIT) PRIOR TO CONSTRUCTION. NOTIFY ENGINEER OF ANY CONFLICTS WITH DESIGN PLANS. - 6. IF EXISTING WATER IS 6 "0, INSTALL THE 6 "0 DOCV AS SHOWN (ON EX. UNE) AND USE IT FOR SPRINKLER FEED TO DISPATCH BUILDING. IF THIS MAIN IS SMALLER THAN 6"4, PROVIDE NEW 6'0 FIRE SERVICE TO DISPATCH BUILDING FROM EX. 8 "10 MAIN AND INSTALL THE 6 "0 DDCV PER DETAIL 2 - AL ERNATNE WATER CONNECTION 7. USE PPM MATERS ( WATER, STORM NID SANITARY) AS ALLOWED BY an'. A. 4 -Issayme 0111•PPM 1.00110.04 • 4_ e45/1:1 1 t 11-S" 1 1 1 1 0 OIL WATER SEPARATOR t It: ms Mike W I WS Raw ARE of DWI 1E S vicluatssc tam KVPIM i WW1ti61I111ugE$ ac- rtf1DC@l• :51EreaMi ter 1f'E+ c' tti6tt LSE 2''13 AGtSS RJR aNER ND all) 1: LOCATE AND VERIFY INVERT ELEVATION OF EX. SEWER STUB -SEE NOTE 1 It " •W �Trs �. .�. ant -5 -, - •�r ..moo•• 40 80 1 = T .'q w r' I t_ - I • Z • REMIND CITY OF Tuat U1 PERMIT CENTER J > U O CC (1) n._ o < z cn z 1-- O z : R • 5 CL U O CC ;•-•; ▪ Z i•J O 03 O r O O a_ W o Q I- O - Z Z t-- F- ( C / ) . ) CD CD -J z > > 5 O W (n t!) CO o Cr _ Ct 1 I I I I 1 1 I I I I 1 1 1 1 1 1 1 SEATTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION RD. SUITE 8 WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 z z z z O O O O > > > > W W W W CC Cr CC CC D J Q W Z 0 Q I--- W Z J CC Q Z Z._Q 0 cr J Q 3 co C Q O < w Z (f) T T Ct /WATE SEP.ARA TOR P_AN & DE . L C.1SO ell. "IMP . '3TEw1.1 s•s - .WINIO 44 .► s..rr ^�7w_ �+""�,�.'o-- �`y�,�r._ '�'.w� S BAR SIZE MIN. BEND DIAMETER (0) , . STIRRUPS/TIES, REINF. BARS 4d = 1 1/2 , 6d = 2 1 /4' 4 _ 4d 2' _ 6d 3 15 4d= 21/2" 6d= 3 3/4', 6d = 4 1/2 , #6 N/A 17 N/A 6d = 5 1/4' 18 N/A 6d =6' #9 , N/A 8d = 9' 110 N/A 8d = 10 1/4" #11 N/A 8d = 11 1/4' #14 N/A 10d = 17 118 N/A _10d = 22 1/2' • I TYP. CORNER BAR DETAILS SCALE: CMU WALL PER PUN SCALE MATCH HORIZ. BAR SiZE MD SPACING FOR CORNER BARS SINGLE LAYER DOUBLE LAYER • INDICATES r-6 • 6 HYMN. 4 0 iF WAIL iS RETAINING SOIL 30 DV. FOR CONC 40 DIA. FOR CMU GENERAL NOTES CIR TYP. ANCHOR BOLT IN CMU • THE BLUING COOS" (8C), 2003 EDIOON, SHALL GOVERN DESIGN AND OOfGRUCTOL REEBIOIOLSWINIM REFEDICE TO ASTIN AND OTHER SWORDS SWILL MEMM THE LATEST EDMON M EFFECT ON THE OD DATE OR DAZE OF ONIER- OONRRIiCTOR AGREEMENT UNLESS NOTED M THESE DOCIADNIS OR DESINADED By THE MEWING CODE. liin8it: PETER ECOTI NG MOM MTH THE SiTE COiOQIONS THE CONITOCTOR SHALL RE.w.w ALL EEOTECHNICAL- RELATED CONSTRUCTION REQUIREMENTS IMO RECOMIDpATlON5. THIS PROJECT WOLVES MOUTON OF EWING FOUNDATION MO ELON GRADE STRICTURES. ANY D60 VERY OF UNFOR$D4 C POTEINS 11AT TIGHT OiNSH TIE INTEGRITY OF THE NEW OR EXISTING FOUNDUOI SWIM. BE BOU 2IR 10 THE ATTDNTOI OF THE ARCHITECT IMO E116iMER BEFORE PiOCEEDiIG. ALL PREPARED SOL -&ABMs SURFACES SHALL E INSPECTED PRIOR 10 PLACEMENT OF CONCRETE AND REIFORC IG STEEL eutiallaiiumaticifi THE MEiWiL NOTES CONTAiED HEREIN SPECIFY A WNW LEVEL OF PERFOINIVICE REQUITED FOR THIS PROJECT. WHERE NOTES ON i CI DUAL STR UCT AML DRIiNL'S AND OETMS OFFER FROM THE GENERAL NOTE, THE WOE RESTIRCiM: SHALT APPLY. REFER 10 TIE SPECFKJATiEW6 FOR NO 11014 M ADORN TO THESE NOTES NO STRUCTURAL OR TINGS. OCIMEEINCIM N CASE OF DISCREPANCES BETIEEN THE PLMIS. SPEOFtA11ONS, REFERENCE S IMONDS, NO GOVEJi/NG COOL THE YORE STRICENT RFOINMEMS SHALL COCK ALL Df9GREFMI10ES SYIALL BE BROUGHT TO THE ATTENTION OF THE ARDITECT MD DOWER OF RECORD PRIOR TO PROCEEDIG h AMY ROOK MUM STRUCTURAL OWINGS INOICAIE GDFJRAI . NO URIC ELLS OF CONSTRUCTION. MERE 1X10106 ARE NOT ALLY TOWED, BUT ME OF A SMEAR DINKIER TO OETI LS 9101111. %RJR ELLS OF CONSTRICTION SILL E USED SSW TO AMOK Br THE INITECF NO ENGIRD OF MORD. MK WOW E AiCIG MO 9I RE KNED tINTI ALL STRUCTURAL CONE 01116 TOE BEEN CONFIDED. IS THE SOLE RESPONSEIRITY OF THE WOK C IMIACTOE THE OMER OF RECORD 146 NOr BED* RETAfED TO PiROIAE DESIGN !MO/:R COMSTIGJCHON *NU SERVICES HEWED 10 THE COINRAC S SAFEiY PEOI4iTO6 OR 10 WEA16. /EMS. TEOIIOUMS, OR PROCEDUIES FOR THE away= 10 PERFORM DER MIL VIP NO CXIMMNE OFT11116S N HOOF. FLOORS. MO NUS 11111 ANCIDEC'RING, IENAIIX, AND RE MILK DRAMS REFER 10 A11DEIEMIIL ORiIIIICS FOR OiIO 1CRI- S7MIC1<MWIL PLUS. F1@ES AO Man 90P OIIii1111NCS SIVti BE SuiifED 10 'HE MOW AO BOWER OF WOiO, FOR WW1 OF DEMI PIlENf. PROR 10 NP rFiINJUON OR CF maim fl COW RR I FOICIIC SEE. STEEL MEMOS I CDDEi . COW-MINED NEW . RI NK'. S IRCIU WL SE1. SOUD- B MC JOISTS. GLUED UNWED IHBETRS, AND PLYI1000 9Em lIti HQXN S" ENS RAT -100F 9101 SOW - 1 P' MOUE ROOK Ce - 2 C MitFAQQ= 16 E TILE NW.? T FOR OMB UK LOOS iME NUMB MAE 110 MC MN SPUD D-SS. = 11 10 NAM= WA* = t D MAK ORG Ir RCM, MAO WOOL E.. AQ$BILiWN. Sot = 142.3 !I S1 =NGt 401 3i6S t 13111 UMW COMM SN =%f6 SO = •716 • • N.T.S. GROUT CELLS SOUD 0 A.B.'S CONC. OR CMU N.T.S. CORNER REINF. HORIZONTAL REINF. • 5/8 x 2' -6' PLANN REBAR TO PATCH SPACING OF SLAB REINF. WI ONE END GREASED OR WRAPPED IN BUILDING PAPER (CTR. 0 JT.) • SCALE: SCALE: CEMENT: ARTM 0154 TYPE L, UJLO. =MATES: ARTY C33 INURES: AS111 0260, 0444. 0618, AND 01017 M1UEE AST C94 FLY at ON 0618 a • a, c SLIMMERS 4101 E six BEARING PRESSURE -1500 PSF EQtIINIIETNE PM MINNG FLED PRESSURE - - -- 35 PCF EOIINILFNT AL"TIVE RESTRNIED FLUID PRESSURE 50 PCF PAW& SMITH PRESSURE 300 PCF sot FHMCfUI COEFFICIENT -0.3 SOL 1113191Y 110 PCF SOL PILE TYPE Sid SEISMIC DESIGN CAlEGC RV D BASC SOS I C- RFSISTNNG S'1SIE S): REF IBC TABLE 1617.6.2, 1(K) DESGl _SE SHEAR, V = 253 TOPS SOW RESPONSE cOEFHaEINr(s), cs = a,i& t Si RESPONSE NOCIlCATOI FACTOR(S), R = to SRMPLIED MNAiYSS PROCEDURE WS USED J • THE ABEaE YILUES ARE ISSIAED PER DLATA PRIM ED - CONTRACTOR I LIST FEND 1IERFY. 1/2' PRE-FORMED E)PANSgH JOUR MATERIAL COMPACTED GRAVEL VAPOR RETARDER FREE DRAINING GRAVEL EXPANSION JOINT c • CONTROL JOINT CONCRETE WORK 9N41 MOW 10 PO. REQUIRENDOS OF BC OLAPTER 19, AO 301, 'SIMARD SPEOaF1C;A lKId FOR STRUCTURAL C011DRE1t'. NO XI 318 'BEADING CODE REO(IRElETHTS FOR STRUCTURAL CONCRETE'. < .c SEEMS & X85 --- -- 2500 P9 (28 DIIWYS), W. VC = 0.47 SUES ON MOE -- -fc = 4000 P9 CS BMS), IIML W/C = 0.47 F X MI6 -- --(c = X00 P9 (2a mason. V/C = 059 Ail STRUM* COMM 0.110 ----fc = P9 (28 DAM WL W/C = 0.47 A IN( OE9U1 FOR EACH CLASS OF ATE 9MLL B SUBDITED TO THE IE INECT AND E'A6iEER OF NE0310 FOR MEW PIER TO CONSINUCIOIL MUM ANNUL =SAE SZE SHALL E LAMED TO 3/4', LNLE55 NOTED CDERNISE. OR AS APPROVED BV AE Eii7I®I OF RECORD. MIN 031E SHILL ONLY E USED MI APPIDIIW OF THE BRIER OF RECOR1 SULGUIRSig •/C IMO SWILL E =WARM ON THE BASIS OF TOIL iEDOIlOJS i11 AL MN* iNLAN 5-1/2 sr* OF CODA Fiat Oa& TAN FOR NR-131111101ED CSC:DEL WWI SPEWED 11/C L,1N5 91111 BE RACED N 10L WARM; Mltit EI111NI EMIT OF 52 (+ OR - 1 V25) 941LL E POMO N DIE C XXI INN FOR ALL CONCETE LIMED 10 FIEE?OMIM ACM Ni_( 1JOr RP NOR LIMNED la EXIEBIR c r-N- PAIGE FOUAOIlU6, MIL* WS. EXTEND STABS ON MOIL AND 51M MM A& SUBS EMS 10 TIMER AR- OAIRMED =NM SIMI COMM 1O< LESS WIRY DIN NCI -Art- EARNED_ Si .SAP Foe CIF 111113 91111E 4'. MUSS ERIN 0 SUMP 1811111131ENIS N E VIM. V01 A ON. or DE NO meet OF MOT& F MOWC81311 (1/C) +INS AE 111111111181. 101HWEE RR SUMP 9114' COMM I ASIA CAL WAN ! MO1SRE1101 aim ONII INN FLY ASK COMM 10 CM OM 15 WIG AESif MEM i 6 QIINE MOS awn a A IOW COMM FE A SIRE MOD Al'$ RAMC. N ICCOONICE M1MM ACI M. SEMI S ,16E • Nor! -9#1 M>Bi n MINI COMM 91111311111 AT 31 NIS Sr MI P9 1111111111, EI1tE.ZT NOB MIME 111126 Me MUM AL EN~ NEM I$6 aN>8 E 011, SEEM IMMICS 911L E Si IIR-1311. SWIMS all E 1101E 11E 8�T IMIONCROMIR 111111111101111111 • c PLASTIC 'ZIP STRIP' OR SAWCUT • Mme• - ..� , a! .�."^Z J6. lI - ▪ 7-ti -;;�- TYP. CONC. SLAB ON GRADE JT. a Ao CONC. COVER REINF. & INSUL. N.T.S. N.T.S. 1 MAX 6 OFFSET SCALE: EXCEPT AS MOWED BELOW, COfNc TE RDNFORCE1DNf SHALL aim 10 DE LATEST 111111016 OF XI 315 IMO 318. NOMA REINFORCING MARS: ASTY A615, GRADE 60, DEFORMED BARS, U.N.O. WELDED ORE FABRIC: 9fOOiH FMK AS111 A185. OEFO TIED FMBRIC„ ASTA A497. lE WINE 16 OPINE OR HEATER, HACK INHALED. 4d OR 1/2' MIN. UNLESS OTHERWISE APPROVED BY THE DOER OF RECD, ALL AS1Y /615 WORM STEEL 9WWL NWiE MI OW _ VELD STRENGTH MD ON TILL TESTS THAT DOES NOT DiC3ED THE SPECIFIED 1 ID SiREil6TH BY M O R E THIN 18,010 PSI. N M U fl t * , THE R 1 A T D O F A C M MIME 1D6RE STRENGTH 10 ACTUAL TENSILE YEID SiREIGTH SNNLL NOTE LESS DWI FEUD BTDiE BARS SHALL E BENT COLD THROUGH O ANGLE NOT GRIMMER THAN 90 ODD ES, AND SHILL ONLY BE EMT ONCE _IRS PMIR11 DIEM N =CRETE SINN . NOTE FEND HEiNT UNLESS NOTED OR 9IDEI ODERNSE OR APPROVE! BY TIE Ell6IED OF ilECORD. _IRS THAT DEYEIOP MOS OR SPLITS AFTER BIDING SHILL BE REDUCED: LAP SPLICES: tw ALL CONTINUOUS RENFORCEMENT 40 BAR OIAETERS OR 1'-6' ANNA MSS NOTED ODEMITSE. PiRAWN CORNER BARS AT ALL OW NWEHRSECNOf6 ND LIP 30 BIER MITERS C R 1'-6' ~AL FOR MUM WIRE MK LAP ALL EDGES 1-1/2 NEST IMMAI. iC80 APPROVED AtQws . COIIEC110I6 YAY BE SUBSTITUTED FOR UP SPLICES M SORE LOCATIONS F PRIOR APPRIOIIIL 6 ROMPED FRON THE DIAPER OF REIN. SUCH CONEC11016 SHIM DEVELOP AT LEAST 1252 OF THE SPECFED MELD SIRDIGIII OF THE BAIL Elm OF 1113FORONG GINS 9N . C RTIN TO A161/N5 01.4. 101FONCEIENT STOLL DX B PIED UNTIL A CIEIIx MUSS SERUM 10 OETERMI E THE OXON EUAIMENT 5 PERFUMED. THE GABON Ea .DID OF SEE WAS SWILL E CANED FROM TIE CHEW/ COMMON AS SOW M lit NIL TEST REPO T. F UAL IESr mews ATE NOT AIUTAEE, A DENIM ANALYSTS 9NA11. E INUE OF BARS REPTIESEIMIE OF DE BINS 10 E .FIFA if CIiRB N EOUNALD1t (CL) SHILL NOT OEAD .55. iMlF0ii01O BARS AEf1IO AMA A706, DEEM 10 IfET THE EIDAIEAY 116311113113AS. WTI E USED N LEU OF ISM SPEDIL 119t01311 6 MIMED FOR Al MO ELIDING. 110 111= DOME OM FOR iEFCfL8031 SHirLL E A6 FOUNTS. UNUESS NOTED ONETWISE COW CJ6r ACIII6T AMID PHi1l18AnY DOMED 10 F 4---- r CONNCRETE moss To MIN OR 1IEAHBt a MUM- 1 1/2' COrlcaETE wan 10 E N OR IMO (16 & uAOEIF} - - - - -- ----7 iES N C i6 MD =ROE COI Jr6 --- - -- ------- 1 -1 �"1r INIEROR FACE OF I1115 -- • SiniaJlealn MIX AS WOOFED Watt NOM 9114 COMO 10 DE JIM EOM OF 1HE RUING DOCUMBOS: BC 01 0 2:. AO 530 hams cza wareeas FOr IE,pWt+► no AO 53II T VECIFCMONS FOR NSW . gentilltgarilifn mum caelEME SNOW r.. OF DE MOW Mils SHWA E 15U P9 AJ a ars. WED a1 !NG 2701221 -1 FtI QM MOW All vaL 2M15►W2 FOR CAE MOW 1113 1/100011 911H E PIRWIED MR A C01611111C101 N ACCOOPICE ION IC TAIU 17 12 ALAI IC S EM 2M05. MK MA` .O',E 1111114 CONCRETE ■l IR 1111Sr MA as. nub MS. IRO NORIVIt SIN CM. 1, S 1110 E SEMI M7. FREpomos N E mu ai uggiggir F$D EEC CI R NEE *37(1). ARM OBE MIGN 911Mi E ROI PSI AT E Ni MOW COM 9w1L era cSEN sow mesa MOM IE LEA; ASTI CM A! IC SEMI ? *E OM 01 Lu E REM EVENBICE GC ME VIMINIL 11110.11 01101ES911 slum SIM II 311111111/ 2 SIM 6d OR 4" iIL FOR STIRRUPS AND TiES FQR REINF. BARS REBAR BENDING SCHEDULE N.T.S. REINFORCING BARS: AS1II A615, GRADE 60, UNLESS NOTED OTHERWISE. LAP BARS 40 DIAMETERS AT SPLICES UNLESS NOTED OTHERWISE.. JOINT REINFORCEMENT: AST 11 A82 FOR SMOOTH WIRE AND ASV M96 FOR DEFORMED IR1 USE TWO LONGITUDINAL WIRES NOT LESS THAW 09 GAGE. LAP 12" FOR SMOOTH WIRE AND 6' FOR DEFORTI D WARE AT SPACES MASONRY /1 ORCIGG STEW ONE 15 ■IR11CM. BAR N A GROUTED CELL SWILL BE PROVIDED AT SPACING INDICATED ON THE PLANS, BUT NOT EXCfEDNG 32' ON CENTER. TWO 15 FULL-HOGI f VERTICAL BARS SOLI ALSO BE PROVIDED ON EACH SRI& OF OPENINGS, WALL ENDS, AND MIDSECTIONS. UNLESS OTHERWISE NOTED ON THE PLANS, BOiD BEAMS WITH TWO HORIZONTAL WAS SHN1 BE PRCI DED AT A SPACING NOT TO EXCEED 48' ON (ENTER. BOND BEAMS SHALL ALSO BE PROVIDED AT ALL FLOOR MD ROOF LIES MD AT THE TOP OF SUS. ALL ONLY CELLS CONTMMIG RQfORCNG BARS MTH GROUT, MESS PLANS SPECIFY ALL CELLS TO BE GROUTED SOLD. GROUT POURS SILL NOT EXCEED 5'-O' IN HEIGHT UNLESS CIEANOUTS ARE PROVIDED. LOCATE CIFANOUTS AT THE BOTTOM COURSE AT EVERY VERTICAL BAR, OR 32" ON CENTER FOR SOLID - GROUTED MASONRY. REFERENCE ACI 530.1. SECTION 3.5 FOR GROUT RACENDIT. BLQ01 PTT& USE RUNNING BOLD UNLESS NOTED OTHERWISE. EPDXY DMBEDY Ia UNLESS NOTED OTHERWISE, ALL EPDXY DECODED iTEIMS CANED OUT ON THE STRUCTURAL. DRAWINGS 9WL BE WTI 1 f- 150, OR APPROVED EQUAL ALL EMBEDDED ITEMS SHALL BE INSTALLED PER THE EPDXY MANUFACTURER RECOWIMTDATO6. EPDXY DAEDIENTS S+NLL BE INSTALLED N GROUTED OILS ONLY, UNLESS NOTED OTHERWISE. F OaSTNG CELL 6 FOUND TO BE HOLLOW, ADDITIONAL GROUT SHKL BE ADDED TO FLL AN 8" WEE 4ERTIGL COLUMN DOWN 10 THE FRST BOND BE BELOW lit EMBDMEW PERIODIC SPECK INSPECTION OF STRUCTURAL MASONRY IS REQUIRED FOR INS PROJECT. SPEGAL NSPECTiON iMO TESiNNG SHALL BE N AXORDANCE MTH IBC SECTIONS 1704.5 AHD 2105. VIIKEIVLSIELL DHCEPE AS MOEf BEM STRUCTJRLIL STEEL SW11 CONFORMI 10 THE LATEST EDITIONS OF THE FOLLOWING DOCUNDITS: MSC ''SPECF1CATION FOR STRUCTURAL STEEL BUIal6S' MD Arm 'CODE OF Swam PROM FOR STEEL SWIGS AND BRIDGES'. Yd1FNL_ STRUCTtR L STEEL (OTHER 9* ES & PLATES) AS11 436 STRUCRRRAL TUBING & ROUND KS: ASTN A500, GRADE B STEEL PPE AST* A53, GRADE B TAME BOLTS: ASiN A307, GRACE A NIGH - STRENGTH BOLTS: ARTY A3250E TYPE 1 ANCHOR BOLTS: AST* F1554, GRIME 36 THREADED RODS: ARTY A36 WADED SEAR SIDE: AST* ATM INSrMI II NCOQRDAI€E WITH NS D1.1 BASE RATE G80t f: NON- 9IRNK, MINIMUM fc = 6,000 P9 AT 28 I S ALL STRU1CItAi L ELIDING SHALL COFORAi TO NS 01.1, I STRUCTIRAL WELDING COP - STEEL'. EIDERS SHW.L E COWED IN /aOROANCE NTH AIS /DIED REQUDENENTS. Ni FEND WADS SHALL USE E70 OECTRCOES, UIi.ESS NOTED OTHERWISE. ALL FEND LDS AND STOP &DS FOR BINGED FiWIIE NO NNW FiMAE COIrIO6s SNMLL USE E70 EIECiRGES NIH A MAIM WWI V-ICITCH TOUGHNESS OF 20 FT-LBS AT -20 =REES FA RENsf1T. SHOP PAINTING: STEEL CONCEALED BY BII= FRESH OR N CONTACT MTH CONCRETE NEED NOT BE PAINTED. ALL OTHER STEEL 9W.i. BE MEN ONE COAT OF STOP PLAIT, N ACCORDANCE MTH SEMI M3 OF THE ANSC ' E0E04110N' AND SECTOR 65 OF THE MSC 'COTE'. UNLESS NOTED OD€RWLSSE. EXCEPT AS 110011ED BELOW, COLD -- FORTED STEEL FRAMING 9HA1 COiFORM TO THE LATEST OMEN OF DE ANSI ' PECFId ATU1 FOR THE LEAN OF COLD- FOfNED STEEL STRUCTURAL IEiBQRS', AS MEl1 PS LBC SECTIONS 2209 AND 22N1 ALL WEBS ATE TAN t41011 THE WEST MACAO, E TIE STEEL Salo iNTTFIIAU R35 ASSOCWROIL NUM 43 IL.. (18 t WHIM 16IW 41653 SS. GIWE 33 54. E Z 97 IL (16,14. & 12 x ASIA Ai53 SS, 6TWIOE 50 COLD-RIRIED S7EFL MIND IBIS 9I ti. BE OF DE S$ AND FIORE A6 910111 ON THE MOW WI . 0111111165. NEMO 8111/1/31 941PE. SAL SWIM NO SSiEiICMI N MIREACIII ERS NOT USED ON THE COOK/ 001N816 URI II SUBSUMED FOR FINING NEWTS 9101111. UMW IBS 901L E SLOW 10 NEM RIO /MOW 8r WE INNECT NO Ell3103t OF RH= PIER 10 FNMA" AO WOOL Al iEONN TRIOS AD BROOK STILL E FOTED FM SIR OF if SAILS NOM 1100E3S (GAGE) AS 1E SMOS OR JOSS 10 WM1t'.1N LINEN, NE AWNED. MMES ADEN WIEiL 4EEL RAM IHEIS 9111 BE OF 11E SIZE AND RCM AS SON ON THE SiOL CRMWII DORM MOM BMW N 91I. SIZE. E. Sw'F1ESS. MO STIErG N N' WANUFACIIIERS NOT USIED ON if =RIC DOCIANEIWS WOE SUEISPRRED FOR RIME INPUT 9011l UMW IE 91FM BE Sa SECT 10 IE1NEV AiD AMOK EN i1f MONECT NO ENGINEER OF MORD FIE R 10 FMNIZIMO1 AID WOOL Ali RE 4 D 310Z AO BS01i1C 911E BE RILED FNI SIFE, OF 1f SINE NAATE3R TRESS ( AS WE M S OR MIS 10 MD, KEY ME ATTAOID. MEM WNOI D Ai SIM MSG 1E0E6 911LL I c comae awn PER ISM /153. POEM E (31.81115 Wu. E IN SEIF-111111.1116 SUERS IR MOB rams mom IWO I-. Or 131111111 DEW 16 NOM Wilt IOW mrfIE : Siwl oaiiAr 10 DIE LIEF MONS OF it MUMS IOOLEN M LNG OMEN A MC Vag COMM trwR'. IND NE MS 111R1 EN 11111111 OM ANA NM AR M I 11: MOM NC PS 1-46 UM AM AIR_ LIE A �N RISc NIS AEi 11011111 MR 1611 FMK ONE 36 Mk MIN E RS 01111111111111161111 now mow UM -11E ! O!1lu s 40 - .---- w r NO DIGGING FOR PiPE TRENCH PARALLEL TO FOOTING BELOW THIS Ui E SCALE: FOOTING PER PLAN TRENCH 1'-6' I1 4. NO PIPES TO BE PLACED WITHIN THIS HEIGHT Imo• .r ■■■ ONNq NEU 1. SEE NOTES ON FOUNDATION PLAN FOR ADDITIONAL REINFORCEMENT. 2. PiPE & CONDUIT MUST RUN PERP. THRU WALL. 3. VER'T. & HORZ. CLEAR SPACE BETWEEN ADJACENT PiPE SLEEVES SWIM. NOT BE LESS THAW THE DIAMETER OF THE LARGER SLEEVE. NEW RIGID INSULATION 0 EXT. TYP. FTG. 0 PIPE OR CONDUIT SialiilliaUBLAM ALL STRUCTURAL UMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE JOISTS HEM-FR 12 BANS AND POSTS HEN-FR #1 SiUDS FEU -FIR 12 OR BETTER ALL OINENSIONS NOTED ARE NORMAL Mi000 BEARING ON OR WiTHI4 1' OF CONCRETE OR CMU OR WITHIN 6' OF EARTH SHALL BE TREATED NTH AN APPROVED PRESERVAITIL PROVIDE MAD STEEL PLATE WASHERS AT ALL BOLT HEADS AHD NUTS BEARING ON WOOD, EXCEPT PROVIDE CUT WASHERS AT SILL PATES. MAIN FASTEMNG SHALL BE M ACCORDANCE TKIH IBC TABLE 2304.9.1, UNLESS NOTED OTHERWISE. ALL WAS N TREATED TIMER SHALL BE GALVANIZED. GuLD IMfMA1ED 11iik GLUED LAMINATED TER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: SIRE SPAN - DOUGLAS FR (24F -V4. E/DF CANTILEVER MD CONTINUOUS SPANS DOUGLAS FR (24F -V8, OF/OF) PROVIDE WET -USE ADHESIVES MOISTURE CONTENT SHALL BE 16% WXIIUAI WOOD BEARING OR MSTMI.ED WITHIN 1' OF CONCRETE SHILL BE TREATED IMTH AN *PROVED PRESERVATIVE. A COAT OF ETD SEALER SHALL BE APPLED TO THE ENDS OF ALL MEABERS EXPOSED TO WEATHER AS SOON AS PRACTICABLE AFTER END TRIADIC. AU. WAS N TREATED TIBER SHALL BE GALVNIZED CAMBER ALL GLAD LAAMNAIED BEAMS TO 3,500 -FOOT RLiJP$S UNLESS 96M1 OTHERWISE ON DIE RMS. ROOOF SHEATHING` ROOF SHEATHING SHALL BE 5/8' (NOiM&) *A -RATED 9(A1HIIG. 32/16, ED'OSURE 1, SIZED FOR SPACING. NSTN.L PANELS WITH 1/4' SPACING AT END JOINTS AID 1/8" SPACING AT EDGE JOItIS IMAM HARING 91.IL BE 10d (oOII1ow) AT 6' O.C. AT SUPPORTED PANEL EDGES AID 12' 0.C. AT NTEJRIEDIATE SUPPORTS, UNLESS NOTED OTHERWISE INSTALL PLt 000 SWATTING MTH FACE GRJW PERPENDICULAR TO SUPPORTS. SHEAR >MAII sHEAiHMG: SHEAR Ski SHEATHING NO FASiDIIC SWILL BE AS SPECIFIED ON THE PLANS ANNUM NA JIG WHEN NOT SPEWED 9111. BE 10d (COMM) AT C o.C. AT ALL BLODED PANEL EDGES MD 12' O.C. AT NTERlEDMOE SUP'POR'TS. PLYWOOD PANEL EDGE BLOCKING 6 REQUIRED AT Al SH UR MALLS. PRESERINATTIIE TREAINFNT; UNLESS NOTED ODERWISE. ALL LUMBER MO PL111000 REQUIRED TO BE PREGAME MpiNE TREATED SHALL BE PRESSURE TREATED AND SWILL BEAR IN APPi CNED QUALITY MART( OR THAT OF AN *FWD MEOW AGENCY WHICH W&ITM6 CONTILIG S W ERViSOI, TESTING,, AND ISPECT1ON OVER THE MAY OF THE PRCOUCT, MD SW BE ADO FED. ALL COI ECTfRRS AID FASiDERS N CONTACT MTH 1REAiED W000 SHALL BE SINLESS STEEL OR HOT-OP CALiNQED. anlatirifflagn OIG11EIRD) JOISTS NO BEAMS SNNLL BE OF THE SINE AND 1111 NOTED ON THE STRUCTURAL ORAIIiGS AS IMAM F CTURED BY TAUS JORST NocIILNI, OR APPROVED EQUAL JOISTS SHALL WINE LOAD OEM OAPACSTY N ACCORDANCE NTH IINIUFACTURER PUBLISHED LOKI TABLES NO 9HWIl1 BE NSTNLED PER WOOF/MAR'S RECOIIDDATO6. SURAT SHOP DINAINGS. NTH PLAIN UA1tdlr NO MIRED menu DEWS. FOR REAM BY THE DG/EERR OF RECORD PRIOR 10 FARM ANION. NSPECI1016 SMALL COW TO BC SEDTON 109. semucammuli N MIDOTOI TO THE INSPECTIONS MUTED BY BC SECTION 109, SPECIAL essitom SWILL BE MUD N ACCOIONa MOH THE RIMUIRENENTS OF BC CHMPTIR 17 ON THE TYPES OF MKS( LISTED Di SECTIONS 1104 NO 1707. SPECWAI. iISPECT:NS 90LL iICUJE, BUT ARE NOT LIMED TO, THE FOiI OM - - WOE O IPHIWIGIIS AT ROOFS, FLOORS, MD SENNIMl1S (BC SECTION 1704.6.1) - - DM LNG SITE SOL camas, FALL PuaENDIT. AND LOAD- BEMIRING REOUIE]DAS (BC 91 1704.7) 1. ON -SSTE STRUCTURAL SWING (BC BECTON 1704.3) - SOIGLE-PAS FILLET WELDS NOT C O M I C 5/16' 2. tiCH-SITIENGTH BOLTING (BC SECTOI 1704.3.3) -- BEINI , -T1rPE = 3. maim OF PREFABRICATED S WD . NEIDNC (IBC SECION 11043) 4. COMM CONSTRUCTED (MC SEC ! 1704.4) -- PUCEVENT OF REIFONCIIG gEEL IMO PAC 5. NISONTIT CONSTRIC11011 IOC SEMI 17043) -- HBFOACDENT. MfE]NORS, G1GUf. MO S1MRaUMWL OCINNECIONS 6. MEWL 11000 OBC WEN 1707.3) -- FASTENING OF COMBOS WM WE 5EN9i; -HOME (MAW BRIG MRS. Nr'ES, NO NCIDI311 ) 7. COL'S -fOWIE0 STffI FINING NC SEMI 1707 - 4) -- F IEM OF COMMONS NAM THE SEISIC -PONCE %SIN 011111116 CRC D IKES, AO mums) cainiallimumina 1. 01 -91E MOM RUNG (MC SET= 1701.3) -- Atl WANG NOT OWED BX PB1001C INST v:O1 22 MI-MON BOL>NG (O SEMI 1704 ,3) -- SIP -cRNIL =ECM= 3. COME =MOM (K SKIM 1700.4) -- MEWED STS FiN 10 Alm ANTIC COULEE RA MO' -- SCALAR* OF WOW OR MIME 4006 4. MOND aprairaal $101 /M -- iIIA PIJr88t -- Ni E -- 16Ru0011 E VW OR 4106E MOODS WWI 161‘0111i MN 11161110E Fat 11.83110 IN A OR lOPICIOt NMI S 11511181 of COMB NO N AIMopaI OF if Q, EMIL 8 6 101 IISPOISOUP OF 111, RCN 10 NWT 119fOlt EiECOV WI4 Olt MIK VW WOE P911401111116 AR OM 1111E IT Mk PEWIIIIE1 UMW iE MIMI 410111 X16 Mgr 11< • N.T.S. PIPE SLEEVE: I.D. OF SLEEVE %ALL BE 2' (MIN.) LARGER DWI OF PIPE E t ,r I I - S i i. ;•, 4S11lLY DISPIMS - 6 SSW 10 IBM a1 OR lE KI 14 MR 11 - j i 0 ` *1"r z j' % A I •a ■.? MONO 7.111111.110gE 603 STEWART STREET SUITE 707 SE:AiTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 112 OLDS STATION RD. SUITE B WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 i 0 : -C a • N U • s Z •: ' P o a I F- -Jo w u) Z 0 >- 0 < I- W J Z CC Q Z Z""'< 0 cc Q 0 - CD 0Q � T C) CV T 1. t 4 S t NEW BAY X 4.1 4 4 ,9 i C 5' THICK SLAB ON GRADE W /#3 BARS 0 14' O.C. 0 MID. DEPTH OF SLAB OVER 4' COMPACTED GRAVEL, OVER VAPOR RETARDER OVER 6' FREE - DRAINING GRAVEL, TYP. Ii.N.O. ::. c tk W' a Sr€" (E) PUNTH (E) PUNTH w TAT CONTRACTOR 9i DER Y E DIMEN :. T"-E. PLA!6 Y)W N PIS RLIC ICAL NSCRL? *x5 s&_ BE sRCuchT TC T r€ ATTJ4TION 3F Tit ARCHITECT ANC 04GXER 9EF016 . E?r KA • ' -t 1044&A 'LC* ,, r , - -E_ i?: 'i i:..!' a > ''S . s ANC, . lC ?1� k; ., j - 1• ..,E ]..=C is T CLJ�C.& S 3" :a M S XS 1/4.74E S'.P=CR" 1C "4. I.Ai1RF A ":fir 3C aZair a i'i .A?"+cA. = S 1 i S .1 1 C' ; TOMES JVW 3E 3CNE: ! 6 C3.AA BASES ',fit' ME FREE 7C iC*Ar. SM. ■ Hss 3 1/2"x3 1/2"x3/16" TYP, 6 ACES • Y.2 si. ;FA; F: • S;c ), :/.4? DA' 1 " - �t FY Ah0' itIZ atEcaE!►T. REca E SC Ffr iEt311d BIER 4 PEIi1E R'R SC. 9494.A5Ok R. F, Q' OUNDATiON PLAN • k. ' B , 0 N 4' THiCK SLAB ON GRADE W/ #3 BARS 0 14' O.C. M MID. DEPTH OF SLAB OVER 4' COMPACTED GRAVEL. OvER VAPOR RETARDER OVER 6' FREE - DRAINING GRAVEL, FIP. U.N.O. Z. _ __� ITT. A r€: )A•w5 _ 9E A C W :-� Tri _)AigS P4' E Ft T-1. METAL _B G MAN FACW i �1 : CS.2iPE' S y'•4l- :1T ,W -T i7 �'Z AT E 1Jn + ( :1'$ :..� E% .iR ^aC f CR 9C THE ME TAB z A.DIMG 'lid? r. i afr4DA DCIP. Mv 'a:A1A'S Y' PRCAZIED t Tr ►f�- - S 1 ak - AE-ti "€ BAS; sAf; T kS >; . - -ESE } . Ab � S--I. IA' B< ..fit v 2 . F00114 Safi SZE KiNFO C% N I* fia I S-CV -i .f -' XEP i ( r t -C Eh MY S SOT- r L 1_ 2 PLAN AIM FUNK 1& 21' -0 REMOVED BAY r Mak =I MINES A BEAR IC.. BLOW NOOF RAMC. KR NiKIE It31060011.48BOICE x/55.1 FIR ATTACHMENT CF ICICF RPM 10 9EIIR ice. OOF FRAMING PLAN 1/2' PLYWOOD. LONG DIMENSION PERP. TO JOIST DIR., BLOCK ALL PANEL EDGES W/ 2x4, FIAT. FASTEN ALL EDGES W/ 10d 0 6' O.C.&12'O.C.0 INTERMEDIATE SUPPORTS. a a I 1 1 0601SICKS ON KA#S Sit ± BE RFC BY r€ C ITRACTCR MORE M►S13II Tim Net fl15CiEPPACtS Sriki BE PR1GF+T TO THE ATTEN *4 Cr 7 1iRQ41 ECT ANC DOWER_ S9€ET 501 FOR GENERAL N0 /ES. USE A 1/WI OF TWO SUS AT EA Di FAD OF Sr£AFC 1410 PUMBRIG 1>. AN!`!' PtrIOCO 9€Q ski, J1LESS APPRC ?` rat ••'C NCRO1.L * , 'PARALAV'. 'Tr teem yC iL CK -.E ?A‘ Ark AS 11 Ai... .. 3 1 ?,�S LOS: moSiLAit, OR APPRC■C PL Y= Reef 90POR; S iAL KAil.t,. err * :oC VeL.S A _' ; :.. ES A01. 1 2 . 1ik 40c %comic C k . aic.. UNSER.5. k KA TS ANC 30 ..� 5 ".X $ 6' :,`T-E R_iti00B SKOOG Az'NG ALAS 9fAti w S Y*-4— SE Z.ICAILKUS AAC 1C" 11 : AT SEC1 IG AMC. PO'+'-1(O ID t?; -, O E - : 91- p� : j l oI �? �Im <Ii ;< 2 1 3 ! A l a yU. OC 'z ' m 01 I h i v) U tAi U 44) i I I I , 1 s 5 ; SEATTLE LE O1" C ICE 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 ifj+4ATCHEE OFFICE 112 OLDS STATION RD. SUITE B WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 t V f+ • X • 686 S 5 S le I I I I 1 I I I I ' Mill 0 CKOCIED ..�.. -a._ -...' �,� ...+.• - �. wrr. i. - �sr r.c +�ww -+-�.r . _ . - ar... b r ARCH ECTURAL ;R: Ur PS 4 T.O. CMU WALL PER ARCH. (2) 14 CONT. 0 TOP OFWALL CMU WALL & REINF. PER PUW (2) 14 CONT. 0 FIRST COURSE AN. EXT. GRADE OR TOP OF CONC. WALK PER ARCH. PERFORATED DRAIN � -- — — — PIPE a FREE-DRAINING eAacFlU PER says REPORT • a \ \ . L („i7. TYP. EXT. CMU WALL SCALE: SCALE: EIEV. VARIES PER ARCH. BEAM PER PUN ATTACH SHE. TO FRNING W/ 18 SCREWS • 6' O.0 ALL PANEL EDGES & 12' O.C. INTERMEDIATE SUPPORT 7/16' *A RATED EXTERIOR SHEETING NOTE: STUD MALL DOES NOT OCCUR • SMAR CONDTIONS 1/2"40 A` BOLTS • 4'-0' O.C. (IIA1C) DC'ERIOR qyllSeC GRADE T ES — CAE: CL. COL & BOLTS 3' 3' .• • WOOD BEAM TO COL. END CONN. ROOF FRAMING KALI: CL i ej. t BEAM PER PLAN SLOPE PER ARCH PL 6'x 1 /4'x0' -8' EA SIDE W /(2) 3/4'0 BOLTS W/ BRG. PL 6'x5/8'x0'- 5 -1/4' 3/16 V 3/16 V HSS COL PER PLAN NU BY ILELS. TYPICAL EXTERIOR WALL CURB FOUNDATION MIIPWCIED ;1.. OR IIPPIEKC DOING SOIS WINDOW SYSTEM PER ARCH. OR WALL. ATTACHMENT PER G /S5.1 FND. DMIIS. L. ATCH SIZE & SPCG. OF 4ERT. C1N1 WALL REINF. (KT. BEND IN FTC.) SLAB ON GRADE & REINF. PER PLAN 3/4 " = -0" 3/4' =1 -0' ROOF SHEATHING PER PLAN SIVIJJ PER ROOF PUN SIMPSON ITT HANGER OR EQUIVALENT 600T125 -043 w/ X10 SCREWS TO BEAM • 12' O.C., STAGGERED & (1) 18 SCREW EA SIDE Of TRACK TO EA. STUD �--- -- 6005162 -043 0 24' O.C. • .3 c . C , o' I n � � ,. e ms _ r ; G ? - i..�x.� JOISTS PERP. 3/4' =1 -O' (2) s CONT. TOP & BET. J FOUNDATION PER DETAIL B /S5.1 (2) 5 CONT. SL4e 0>ti GRADE PER ?JIM I • • SCALE: CHF AND REMOVE EXIST. PERIMETER WAIL CURBS TO 6' MINI. (AVG.) BELOW TOP OF SLAB SCALE: recto arm. GRVE • PL 8'x1 /41' -2 W /(4) 3/4'0 BOLTS WALL BY OTHERS 8' +410 2' -0' 0. 8 ' FIN. EXT. GRADE OR TOP OF CONC. WALK PER ARCH. PERFORATED DRAIN PIPE & FREE-DINNING BACKALL PER SOILS REPORT TYP. EDGE OF FOUNDATION ZERO GAP BRG. PL 5- 1/4'x5/8'x0' -1' -0' SCALE: HSS COL PER PLAN NON -SHRI• GROUT BOOTH ea RAIL 1 1 /r IMI1L SQ. PLINTH it (8) #4 PERT. II/13 • 8' C.C. & (3) • /7' 0_C. • TOP (E) SIAB ON GRADE • O \ i i 2' cup. 1 1/4' MN. PER PUN WOOD BEAM TO COL. PER PLAN INTERIOR SLAB EDGE r CL COL & BENT! JOINT 3/4' k 1/4' CL BOLT PATTERN Bar IBS PER IBS 1'-0" 2' -0' 14x • 24' O.C. SLAB ON GRADE & REINF. PER PLAN ' 414 SUSGRADE PER SOILS 2 ENGR. RECOMMENDATIONS (2) 14 CONT. ( 15 coin. 3/16 V 3/16V (2) 14 CONT. SLAB & RE/ F. PER PLAN 3/4 '= -0' BEAN PER PLAN 3/4' =1' -0' MATCH EXIST_ 3/4' = -0' COLUI/I IBS PTA PUNTH/FTG DETAIL 0 EXTERIOR Sc„, 31 4'= t'-0 18 SCREWS 0 6' O.C. EA. SIDE OF HSS HSS COL. EXT. CMU WALL SCALE: E. PUNK COL & FO0acS r 7/16' 0SB W/ ATTACHMENT TO FRAMING PER DETAIL J /S5.1 PRECAST WALL CAP PER ARCH T O CMU WALL IV B.0.OPNG. PER METAL STUD WALL TO TOP OF CMU WALL SCALE: NEW TO EXIST. SLAB SCALE: SECTION A—A a SECTION B -� (E) SLAB ON GRADE 2 ' 0.1450 PAF 0 12' O.C. (HID X -DIN OR EQUfV.) PER PUN 9 . CL HSS COL A A • 6' EXTERIOR STUD WALL a 6005162 -043 0 2' -0' 0.C. 600T150 -043 W/18 x1 -5/8' SCREW O 6' O.C.0CLTO2x6 P.T. 2x6, CONT. W/ 5/8'0 A. BOLTS 0 2' -0' O.C. 2 1/2' FURRING STUDS PER ARCH. ( 14 CONT. et. IBS FMK & ABOLT GROUPS 1 r Ist row NEW SLAB & REINF. PER PUN 2 CR. 3/4 " = -0" 1 -1 /2' =1' -0' MATCH EXIST_ 3/4' = -0' PUNTH/FTG DETAIL 0 INTERIOR web COMPOC>ED 51111R'llINl F1i 3/4'_1' -0' HSS COLUMN PER PLAN BASE PL 4x5/8 x1-0' W/ (2) 3/4'0 A. BOLTS 1-4 FDN. AND SLAB PER PLAN AND DETAIL B/55.1 NON-SHRINK GROUT SQ. PLINTH •% (4) 14 L &(3) 03TEs•1- 1 /2'• See ON GRKIE t REIF. PER PLAN 10104E ._ Ark 11A11 STUD ANCHOR BOLT SHEARWALL SCALE: SHEARWALL PER PLAN W/ 7/16' 0.5.0 ONE SIDE W //8 SCREWS 0 3' O.C. 0 ALL PANEL EDGES, (BLOCKED) & 0 12' O.C. 0 INTERMEDIATE STUDS SHEARWALL EDGE SCREWS S PUNTH WOAD } W I' carg- WALL STUD L�J J PR AIM 4•$ SCREWS IN EACH FLANGE STUD BLOCKING INSIDE WALL TRACK (THICKNESS EQUAL TO OR GREATER THAN WALL STUD) SHEARWALL A.B. PER H/55.1 TYP. CONT. FTC. 0 INT. SHEAR WALLS SHEARWALL HOEDOWN SCALE • 'I 8 SCREWS AT EACH FLANGE SLAB ON GRADE & REINF. PER PLAN (2) 14 CONT. 00 of sEARV141 HOLDOVIN PER PLAN (SIMPSON S/HTT14 U.M.O.) W/ SiPSON SSTB 16 NICHOR BOLT SLAB ON GRADE & REINF. PER PUN f r li ,_ 1.________ I - I [' FOOTNG OEN O1 /55. , t � OZ. SUB & REIF PER Pt* SLOPE >ER moo» - • • 3625162 -043 0 2'-O' O.C. BOT. TRACK W/ 5/8'0 A.B. 0 2' - O.C. (REF. D /S5.1) NOTE: AT SHEAR WALL HOLDOWN LOCATIONS, FOOTING DEPTH SHALL BE SUFFICIENT TO PROVIDE 3' MINIMUM COMER AT BOTTOM OF ANCHOR BOLTS. DBL STUD • BID OF WAIL 4 i i2 - IY o .� EXPIRES 07 -1W p 3/4 " = -0' 3/4' = -0" F _�: 3/4' = -0" 3/4 =1 `-0' I ,; : r t • C - •• 1 FOUNDATION 0 TRENCH DRAIN -- -- - I I- 1 I is 1 (in W a x w z z w NENU111alEE OFFl(E V • aal=1 • RS MOO Mor "ME INS 110181 all Elk 0 112 OLDS NATION RD. SUITE B WENATCHEE WASHINGTON 98801 (509) 664 - 5181 FAX 665 -e -I 0 w Z 9, ,- Q W J Z CC C9 Z -Q 0 cr Q J Q. 0 Q� = W C (n r N S5.1 SfeaLgEECE 603 STUART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 62t - 3210 FAX 624 - 3243 File: D04 -0410 35mm Drawing #1 - - 10 — — - c q = = - — o - 0) SOLDIER PILE WOOD LAGGING RECEIVED 7006 BUILDING D EPARTMicr:NT LEAN CONC. ENCASEMENT (CHIP AWAY AS REQ'D. FOR LAGGING) SECTION A—A FINISHED EXT. GRADE SCALE: 1.--=-1 11= BACK FILL W/ SOIL AFTER INSTALLATION OF LAGGING AS REQ'D. B • L A MAX. ALLOWABLE V EXCAVATION DEPTH WITHIN SEATTLE CITY LIGHT EASEMENT exeltech Olympia, WA Seattle, WA PROJECT: OVERNIGHT EXPRESS CLIENT: PKJB ARCHITECTURAL GROUP DRAWN: RLS SCALE: AS SHOWN JOB NO: 0436-004 REVISION: CHECK: LAH DATE: 1/23/06 SHEET NO: SK1 AUGER HOLE PER PLAN TYP. SOLDIER PILE STRUCT. CONC. ENCASEMENT SOLDIER PILE = B V 11 -5[ 1- 7-Tfir - T- 2 -rg SECTION B—B GRADE BEAM PER PLAN & DETAIL A/S1.1 B.O. GRADE BM. N.T.S. COMPACTED DIRT FILL ABOVE LEAN MIX IS ACCEPTABLE TREATED 4x HF #2 LAGGING WI GALV. 1/4" PL. SPACERS BTWN. LAGGING MEMBERS @ EA. END FOR DRAINAGE ENCASED STEEL SOLDIER PILE PER PLAN 1 exPotEsor-oa-oy=