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B z Li 0�J q a U] r CD-iO ~r ZF� ' r"a H LA L/i m =x -q o+ Gib � FN+ w ffF INJI lw0'*J z �' w n minim o 'a a am N: mti �m `00x L^ � o a) mzr U) 0�17C a H y CJ @ r > Fi mzz M -4 0<_ ax �3 Z �MHa� m �H N m0 �o> a z ci eHhrn�mK� m ®o arm H z Iz 30 cnbulzolo m m N CT n<Ef)-3=i o tD O C>" "Ozo�En M N u orHzw H ) :� w MHzNma"a= ,Dp. ,A w a b-1 Cl O W= C H H Gj N . a nama= c W o zbNvom z Mmv0 a m 0 '° °' N +w m CITY OF ARLINGTON Building Deptu-tinent January 16, 2002 Chris Backstrom Backstrom Curb & Sidewalk 19705 601h Ave NE Arlington, WA 98223 Re; Backstrom Building Permit Application 02-4825 Dear Chris, The following drawings have been reviewed for compliance with the 1997 Edition of the Washington State Uniform Building Codes. (RCW 19.27) The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued. 1. The architectural drawings show two 3-unit buildings for office/manufacturing. .These drawings are not consistent with the Minor Development Permit MN-10- 034 issued on October 9, 2001. The permit was issued for two warehouse office buildings with 25 required parking spaces. The 3 unit building as shown on the drawings are defined as manufacturing/office facilities,which will require additional parking requirements and accessible parking spaces in front of each unit. This requires an amendment to the above minor development permit which shall require revisions to the parking, traffic analysis, and mitigation requirements. 2. The drawings show two building on the site plan. A building permit is required for each building. 3. The drawings need to be stamped by an Architect licensed in the State of Washington. 4. The energy calculations for the two building are different. Completed NREC calculations should be submitted for each building. 5. The drawings show a stairway to a second floor for each building. A floor plan for the second floor for each building should be submitted. 6. The plumbing and mechanical drawings have not been submitted. However they can be deferred for submittal at a later date. Permit applications are required if this is the case. 7. The square footage of the office/manufacturing spaces on sheet A-3 is different than shown on the calculations of the occupant loads as shown on the cover sheet. 8. The City of Arlington requires a 1-hour tenant separation wall between each unit. A detail of the wall should be shown on the drawings. 238 N. Olympic Ave. , Arington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 Ai 9. Safety glazing is required for the windows within 24 inches of the doors. 10. The facing of the insulation that is exposed to the interior must have a flame- spread of 25. 11. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality code. (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 473 of that code. Calculations should be submitted to justify the listed quantities. 12. The maximum interior and exterior lighting budget based on the component performance lighting option should be addressed at the tenant improvements. 13. Door thresholds should be shown as no higher than %". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of%4 ". Sections 1106.10.4 & 1106.6 14. Special Inspection is required for anchor bolts, structural steel welding, and high strength bolting. 15. The interior parking lot islands need to be planted with ground cover other than, grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 16. 5 shrubs per 100 square feet are required. The proposed submitted drawings do not comply. If you have any questions please give me a call at 435-0724. Si c rely, David W. Anderson Building Official (360) 403-3432 dnderson cr,ci.arlin,gton.wa.us Cc; Yvonne Page, Senior Planner City of Arlington Development Services Minor Development Permit j7Qj ;-';- V October 9, 2001 Backstrom, Lot 12 MN-01-034 I. PROJECT DESCRIPTION AND REQUEST Don Backstrom requests a minor land use permit for the development of two office/warehouse buildings, one 9,600 square feet and one 9,484 square feet, on approximately 1.35 acres. To support the facility, utilities will be provided from the City of Arlington. The site is zoned Industrial. II. GENERAL INFORMATION 1. Owner: Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 2. Applicant/Contact Person: Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 3. General Location: The site is located on the east side of 601h Avenue NE on Lot 12 of the Plat of Airport 37, in Section 15, Township 31, Range 05, W.M. (Tax ID No. 7463-000-012-0001) 4. Address of the Property: Address will be assigned as development occurs 5. Description of Proposal: Development of two office/warehouse buildings 6. Acreage: Approximately 1.35 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site R-MHD Industrial Vacant North of site R-MHD Industrial Vacant South of site R-MHD Industrial Vacant East of site R-MHD Industrial Vacant West of site R-MHD Industrial Industrial EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp;10/9/01 Page 1 of 8 I I l I Minor Development Permu October 9, 2001 Backstrom, Lot 12 MN-01-034 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Determination of Nonsignificance (DNS) was published, posted, and mailed on September 5, 2001. III. ENVIRONMENTAL REVIEW An MDNS was issued on September 5, 2001, with a 15-day comment period followed by a 10- day appeal period; no comments were received. IV. BACKGROUND The subject minor development permit review application was received by the City of Arlington on July 10, 2001, and the application was deemed incomplete on July 13, 2001. Additional information was received by the City of Arlington on July 30, 2001, and the application was deemed complete on August 17, 2001. Additional/revised information was requested on August 17, 2001, and was received on August 31, 2001. A Notice of Application and Determination of Nonsignificance (DNS) was published, posted, and mailed on September 5, 2001. V. FINDINGS OF FACT 1. Application Process: The minor development permit application was received by the City of Arlington on July 10, 2001. The application was deemed complete on August 17, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.5. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing facilities are a permitted use per UDC Chapter V, Section I. Pursuant to Western Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. 3. Lot Dimensions Density and Related Requirements: The proposed development complies with the minimum lot dimensions for warehousing facilities (1 acre in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 2 of 7 Minor Development Permit October 9, 2001 Backstrom, Lot 12 MN-01-034 particulate matter, electrical interference, hazardous materials storage, waste disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: Per UDC Chapter IX, Section C.4, Parking Requirements, the development requires 25 parking spaces at 1 space per 1,000 square feet of gross floor area for the warehouse space, which is 16,912 square feet, for 17 spaces, and 3.6 per 1,000 square feet of gross floor area for office space, which is 2,172 square feet, for 8 spaces, plus 1 loading space per building at 1 space for each 50,000 square feet, and a dumpster space. The proposed site plan shows 28 parking spaces, 2 of which are handicap accessible, 7 loading spaces, and 1 dumpster space, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a warehousing facilities use is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall for the first 50 spaces per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. A portion of the required 10-foot wide frontage landscape area is placed partially within the City right-of-way (4-1/2 feet) and partially within the subject property (5-1/2 feet). Permission to use 4-1/2 feet of right-of-way was granted by the City Engineer on September 27, 2001, in conformance with the agreement reached with the developer of Airport 37 for the City to allow use of City right-of-way in exchange for the developer constructing a 5-foot wide sidewalk. The site plan includes the statement that the developer acknowledges public ownership of the property used partially for locating the required frontage landscape area and will maintain the landscape area according to City standards. 7. Transportation: The proposed development is located on the east side of the 60th Avenue NE cul-de-sac south of 199`h Street NE. The site will access the 60tn Avenue NE cul-de-sac, which has an existing paved street section with curb and gutter but no sidewalk. Agreement reached with the developer of Airport 37 is that a 5-foot wide sidewalk shall be constructed per City of Arlington Standards along the street frontage adjacent to the existing curb. The development is anticipated to add approximately 47 average daily vehicular trips, which includes 7 p.m.-peak-hour trips, to the street system. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m.-peak-hour trip and to WSDOT and Snohomish County for this project's proportionate share of average daily trips. Letters reflecting payment of the required fees shall be received prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 3 of 7 .,1 Minor Development Permit October 9, 2001 Backstrom, Lot 12 MN-01-034 Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that they have a conceptually feasible plan; details will be reviewed and conditioned with the construction review phase of the project. 9. Critical Areas: The site contains no identified environmentally sensitive areas. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements, and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extend feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to final decision. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. A warehousing facility is a permitted use in the Industrial zone per Chapter V, Section I, of the UDC. Pursuant to Western EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 4 of 7 f� Minor Development Perml[ October 9. 2001 Backstrom, Lot 12 MN-01-034 Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan dated August 31, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. 3. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (transportation mitigation fees to WSDOT at $4,731.57, to Snohomish County at $4,408.60, and to the City of Arlington at $1,038.00 each for 7 p.m.-peak-hour trips, or$7,266.00). 4. All exterior lighting, including streetlights, shall be down-shielded. 5. The developer shall construct a 5-foot wide sidewalk per City of Arlington Standards along the street frontage adjacent to the existing curb. The sidewalk and landscape strip shall extend from the north property line to the south property line. 6. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 7. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. Vill. CODE REQUIREMENT (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements that the applicant needs to be aware of. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type. EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 1019/01 Page 5 of 7 �. V ' Minor Development Perm[L October 9, 2001 Backstrom, Lot 12 MN-01-034 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Department of Development Services, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to the issuance of any permits. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. Provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. On the construction plans show locations of all required streetlights to be installed as designed. h. A right-of-way permit is required for and prior to any work done in a public right-of-way. i. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. E:\Backstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 6 of 7 :c �� ►' � .,; 1 Minor Development Permit October 9, 2001 Backstrom, Lot 12 MN-01-034 b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan received August 31, 2001. 2. File MN-01-034 (Backstrom, Lot 12) (on file at City Hall). ORDERED THIS 9TH DAY OF OCTOBER 2001. Cliff$ftong, PIfii ng Manager Responsible al Distributed t Following Party of Record: • Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp;10/9/01 Page 7 of 7 s I I Page 1 of 1 David Anderson From: Yvonne Page [ypage@email.ci.arlington.wa.us] Sent: Wednesday, January 16, 2002 2:10 PM To: David Anderson Subject: Backstrom Lot 12 1 understand the building permit application for the above-referenced project is for a different building configuration and different use than what was approved by the land use permit. This will require an amendment to the land use permit prior to issuance of any building permits for this project. Two major things we'll be looking at are number of parking spaces and trip generation for the revised use. Can you let them know? Thanks. Yvonne Page, Senior Planner 360.403.3436 ypage@ci.arlington.wa.us V U �vaa� 1/17/2002 ti, City of Arlington Building Dep' FIRE DEPARTMENT CHECKL. .-;T PERMIT # ( ! i � r DATE: 11 NAME: ADDRESS: , -�r ��)�� UC�� �l rrV� LEGAL: I k :r�J Il�Pc� �ubl��Ul BUILDING USE: c'4�(-p h,o V-�, Q.. OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1131 4 1 1 1 2 1 3 1 2 1 2 1 3 4 5 6 7 I M — R S U 1.1 1 1.2 2 3 1 1 3 1 1 2 F-3 F4 5 1 —]- 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR I N ONE-HOUR N H.T. ONE-HOUR N Item inspected& completed Signature & Date: Site Plan: Approved _� Denied Access Requirements: Required: Fire lane: Sprinkler system: ,�J Alarm system: Knox Box: t 1 Fire extinquishers: i>T Hydrant: # of hydrants required: l Location of Hydrant: aC��'T1 Location of Knox Box:Go.j) i 4mT_ Location of Fire Extinquishers: I-V, i>c- Fire Flow requirements: Location of address on building: !W47✓ FIRE DEPT: 7T— Date: \ Signature � �" iBuild\formtdchecklist nje p6e PA L•vk by 0140 I a J .i► I II • - I 11 ' Aw: yr ♦ I I City of Arlington Building Dept FIRE, DRPARTNLENT C ECKI l T PERMIT # 6 DATE: (/ NAME: L &C—ks6y-� ADDRESS: Iq r7bS7 U20" &6 LEGAL: BUILDING USE: OCCUPANCY CLASSIFICATION: A B E F H 1 2 12.1131 4 1 1 1 2 3 1 1 2 1 1 2 1 3 1 4 1 5 6 7 I M R S U 1.1 1 1.2 1 2 3 1 1 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE HOUR N H.T. ONE-HOUR N Item inspected&completed Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: #of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature SEP+ (Q fa- �— BuilMormWchecklist ,&.j ovq j;•.■ -■b mp, ■ . The - - I ti 1 Intl L.I -r ■1 _arm I E11 1 ■Y'- M • ` ` I 1 J I ■ is 1 ' ' ■ I I 1 i ► I I I _ I II 1 �I L 11 I II I I �� I 1 V I L I _ 1 ■ ..■.-II a' I rI IN ' rl 11110 Is I 1 1 �1NGTO Cit of Arlington 9 0 Utilities - • . Memo *o �k4^ To: Don Backstrom From: Karen Latimer,Water Utility Supervisor C/ryOP Oar CC: Dave Anderson,Building Official TOn Date: November 27,2001 Re: Utility Review, Building Permit#01-4825 (L-et t2;-AtFpott3a I have reviewed the documents submitted with the above-referenced building permit.Following are comments,questions,and items that must be completed before the Water and Wastewater Departments will give approval for occupancy. 1. A Washington State approved Reduced Pressure Backflow Assembly(RPBA)must be installed on the domestic water service water supply line.The RPBA can be installed immediately after the water meter per city standard W-16, or it may be installed in a mechanical room with an air gap drain and minimum 12"clearance on all sides to provide adequate space for testing and repair of the RPBA. 2. After the RPBA is installed it must be tested by a Washington State certified Backflow Assembly Tester,then be inspected by the City of Arlington Water Department. Provide a copy of the test report prior to calling for inspection. 3. A final walk-through inspection of the facility is required prior to requesting a final inspection by the Building Department. 4. Complete and return the enclosed Cross Connection Survey and Industrial/Commercial Waste Discharge Permit application. I can be contacted at 360-403-3505 to answer any questions and arrange the required inspections. 0 Page 1 7i _�' �• � � � 1 i � �. � � -_� 1 I l N GTE City of • • 9 0 Utilities - • . �`rR1 N G4 Memo RFcF�V To: Don Backstrom NOV 2 FQ From: Karen Latimer,Water Utility Supervisor f 7 240 CC: Dave Anderson, Building Official C/rYOF Date: November 27, 2001 AR��N�TQN Re: Utility Review, Building Permit#01-4825(Lot 12,Airport 37) 1 have reviewed the documents submitted with the above-referenced building permit.Following are comments,questions,and items that must be completed before the Water and Wastewater Departments will give approval for occupancy. 1. A Washington State approved Reduced Pressure Backflow Assembly(RPBA)must be installed on the domestic water service water supply line.The RPBA can be installed immediately after the water meter per city standard W-16, or it may be installed in a mechanical room with an air gap drain and minimum 12"clearance on all sides to provide adequate space for testing and repair of the RPBA. 2. After the RPBA is installed it must be tested by a Washington State certified Backflow Assembly Tester,then be inspected by the City of Arlington Water Department. Provide a copy of the test report prior to calling for inspection. 3. A final walk-through inspection of the facility is required prior to requesting a final inspection by the Building Department. 4. Complete and return the enclosed Cross Connection Survey and Industrial/Commercial Waste Discharge Permit application. I can be contacted at 360-403-3505 to answer any questions and arrange the required inspections. 0 Page 1 ■ ■ • 1 ■ I I RECEIVED City of Arlington Building Dept PUBLIC WORDS CHECKLIST OCT 30 MW PERMIT# �= Qu(�� DATE 10 LEGAL r [lay ' �� �- 00 7 W.6 06fxo I112c'D n Plat,r f, Lot Tax ID# NAME ADDRESS H r1 bS V DI-11 A ue, A)C' BUILDING USE 6 0 /lL'u # of BUILDING UNITS C,2 Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site / On site Water: Off site On site _1L Pretreatment Discharge Permit Water/Sewer Fees lira u,), 0 Date received 10 —30 —01 P�lao,('Y Date Yellow returned /`—c:9 7 0 I Date Pink returned Ql�rnsc �e_>!iCr hr Icy 1/ J 14/61 City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# e 4A DATE 0 �� I LEGAL 1�'(�r� ") 60 -7q(P30" Oct) Plat Lot Tax ID# NAME L 7✓H ADDRESS BUILDING USE MA LP I m # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees �ru w rid Date received Date Yellow returned Date Pink returned 'mr, EPP---% r L 1 a 1 •1 1 1 I Url■ 14 111 it 1 1 11 1 j I Lt'I11s ■ 1 1' I. Jr L 1 1 II r 1 11 I III , 1 I 1 � 1 • II i 1 II 1 111 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425) 836-2833 FAX: (425)836-3707 E-Mail: chuckw@gte.net December 3, 2001 Backstrom Warehouse - 01- 4825 North and South Buildings 1997 Uniform Building Codes Type of Construction: II-N Occupancy— B/F-1/S-1 Stories: 1 + Mezzanine Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C David W. Anderson Building Official City of Arlington EC �/�� 238 N. Olympic Avenue DEC Arlington, WA 98223 2 C/7y Dear Mr. Anderson: OF R�INGTr We have completed our review of the Backstrom Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. The plans are approved and are being returned with our indication of review on them. Please note the changes to the plans as stated below: NONSTRUCTURAL 1. Safety glazing is required for the windows within 24" of the doors. 2. The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. MECHANICAL 1. No mechanical plans were submitted. We can review these when they are submitted to you. Arlington — Backstrom Warehouse December 7, 2001 Page 2 of 2 2000 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 2. The maximum interior and exterior lighting budget based on the Component Performance Lighting Option should be addressed at the tenant improvements. I have indicated this on the plans. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1 . Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Anchor bolts (Table 19-F) Structural steel welding High strength bolting The remainder of the structural plans are acceptable as submitted. Sincerely, Chuck Williams SE CWA Consultants CITY Of' ARILING'I'� DEPARTMENT OF COMMUNITY DEW.WPl4ENT 238 N. Olympic, Arlington, WA 98223 p. DATE - "uIlding ❑ Engineering CJ Planning ATTENTION Phone (206) 435.0724 FAX (206) 435-3906 7 � [ �� � ; �pw RE: , TO > WE ARE SENDING YOU tp Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints F�review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO 40%Pre-Consumer Content•10%Post-Consumer Content SIGNED: , PRODUCT240 Inc,Orftp,Mm 01471 if enclosures are not as noted, kindly notify us 0 4 ■ ■ or 1 1 • ■ � ■ M. ■ now MEN wimm MEE Elm e M■ 16Id M I� ■ _ 140 ' F ;■ ilw ■ 0 T 1 ■ w'1 r 1 ■ ■ ■ mog 3 A" tom A ' ■ 1 _ . _ _ ■ MEME ME `■ _ice. J _ . 016 iJ I 1 - - ME m7mrqrr ■ ■ ■ ms . — - - � _ ''mot- ■ M i ■ . . _ . _ i . . . . F fF. � ■ ■ ■ ■ . . ME 7 �i ■6.` - �■ _ Elm ■ ■ _ ME _ . . Mir . ■MMLm,row XRm%LO=C "m: ■ iNJ 0 City of • • General Services Me o i TO: jvon n e Page FROM: Terri Littlejohn DATE: November 8"'2001 RE: Backstrom. Lot two Here are my review comments for the landscape plan. 4A Shrubs must be 2 gallon size and minimum of 24 inchs high at planting. 0 On the tree staking specification it says tree root ball must be planted at 1 foot higher from which it was grown in the nursery. I believe this is supposed to say 1 inch higher. 0 Tree staking detail specification should also read that the twine must be cut off and removed. 0 The interior parking lot islands need to be planted with ground cover other then grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 0 UDC calls for 5 shrubs per every 100 square feet. The proposed shrubs do not meet this criterion. 0 The proposed shrubs to be planted must be planted in the same manner as the trees that are planted in lawn areas. It would be best to incorporate larger landscape beds and group the shrubs. 0 Shrubs must be 2-gallon size. NOV - 8 20ol 1 l City of • General Services Memo TO: Yvonne Page FROM: Terri Littlejohn DATE: November 81"2001 RE: Backstrom. Lot two I am resubmitting my original review comments from November 8th for the landscapeat Backstrom. All underlined bold underlined items have not been addresses in the resubmital 0 OK- Shrubs must be 2 gallon size and minimum of 24 inchs high at planting. On the tree staking specification it says tree root ball must be planted at 1 foot higher from which it was grown in the nursery. I believe this is supposed to say 1 inch higher. nP OK-Tree staking detail specification should also read that the twine must be cut off and removed. 0 The interior parking lot islands need to be planted with ground cover other then grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 0 UDC calls for 5 shrubs per every 100 square feet. The proposed shrubs do not meet this criterion. 0 ?- The proposed shrubs to be planted must be planted in the same manner as the trees that are planted in lawn areas. It would be best to incorporate larger landscape beds and group the shrubs. 0 OK-Shrubs must be 2-gallon size. i CITY OF ARLINGT 'T DEPARTMENT OF COMMUNITY DEVti.OPMENT 238 N. Olympic, Arlington, WA 98223 DATE JOB NOE,')/ .pt"Building D Engineering r-J Planning ATTENTION Phone (206) 435-0724 FAX (206) 435-3906 RE TO cn'-J�N. IC 1 414 "'� Ir 111.L el V > WE ARE SENDING YOU [V�Aftached L1 Under separate cover via the following items: Z�'Shop drawings [] Prints El Plans 0 Samples 0 Specifications 0 Copy of letter El Change order 0 COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: El For approval El Approved as submitted El Resubmit copiesfor approval El For your use El Approved as noted 0 Submit copiesfor distribution El As requested 0 Returned for corrections El Return-corrected prints �Q,,•Fbr review and comment )Lk_( EJ FOR BIDS DUE 19 El PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO--- 40%Pro-Consumer Content-10%Post-Consumer Content SIGNED: s 1 PRODUCT240 J�Inc,Groton,M=01471 If enclosures are not as noted, kindly notify u on a. ff — 4, ■ ■ ■ ■ 1111111MIN ELM I` . . ■ rLEEN Zolf 0■, 1 .. ■ � . ■�� m ■ ME ■ ■ ME - - INNER WE - - - 4 -d - L ■ ■ MA ■ M ■ ■ ■ - II . ■ ■ � ' ■ II pr- I or ■ I - - — — — — — — — — — — — — i ■ ■ - - - ■ N ■ NO ■ ■ i' immimmom mmmm J 0"- 0 16 is 0 N _ -0 ■ %Ll 0 'Ell mmi CITY OF ARLINGT011L, ��44��----�� 4LJ llLrJLJV�LJVLJ�I LJ IL1 L-��L� DEPARTMENT OF COMMUNITY DEVEk MENT 238 N. Olympic, Arlington, WA 98223 btuilding ❑ Engineering ❑ Planning DATE Lo D roe Phone (206) 435.0724 FAX (206) 435.3906 ATTENTION Lr� TO RE: KO�e er-i Y1 6r4 37 TXd, Axyk 1 70 0v-0Ave- 41,E WE ARE SENDING YOU )6ttached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints XPIans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION rcc US YZ cU i cyt c� " V l Gie a b� � b n [�a, THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested CI Returned for corrections ❑ Return corrected prints X or review and comment � OU . I � , m1 ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 611� or, �l�tit,s i 7 COPY TO 4 q RECYCLED PAPER:g�Contents:40%Pre-Consumer•10%Post-Consumer SIGNED: if enclosures are not as noted,kindly notl s4.t .ce. iql� Ll I � [�^ `\ /�\�� OFC0����UNITy _ 'pk8ENT ���� u u u� � x��u- �]8N. Olympic, AriinEtnn. VV� �&223 ,. D1'ngin*pdnJ L] P"nnning, (e"/ Phonn (2U6-) 435'O724 FAX 43S-J9O6 TO Ave VVE ARE SENDING YOU kttached O Under separate cover via the following items: O Shop drawings O Prints Plans O Samples O Specifications O Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: U For approval O Approved aasubmitted O Rooubmit-------_copionfnroppnova| O For your use O Approved asnoted O Submit--------_oopiosfnrdistribuhon O As requested O Returned for corrections O Retorn-------_uoneotedprints or review and� � comment / u FOR BIDS DUE 19 ------__ O PRINTS RETURNED AFTER LOAN T0US REMARKS COPYTO RECYCLED PAPER: eo Contents:40%Pre-Consumer-10%Post-Consumer SIGNED: ff enclosures are not as noted,kindly nouk"da atInce. � � � I II �� 4� I� II c • ,• ti r•r . '. `� �^^ r�i'7v..'•'`` �' mo t�,�.� .i"' .rnyo�'` � L�..•: wvi:;� 'u""V+V•1�YT� � ��"L'Sy�� �g '. ' { .:pCg0.fR!.if.vxW ... N'•^f: NT!rn. .:. ..f -........n.: .. .... .... .„...,...., n.. �.O��ffAVf.•7.f!•.glrN•lIXf4PY,M%Ml,.fNn'9 �:•Yr nimfry�.WlQ.ftiMY•: )�rnx[VAC!MANExA�9 !, Cd c y Ct7 Csi � o z � r z z � H � CD \ O , U) U, ' 1 C7 tri o O CD . oo O H x z �t l N x p o � O ! d z x W (D [ ►>� O O y x -� s r O cn x z tr1 n #di n hri [r7 C) r> tri : g H I � r } r x O r>y ° Z n r .: '��. ��� %� to n � C) � � - :• E ,ftii� o r z O rr H m Gd d ' D Ul O 4j n d r) G� � ss otTj Cri r U) Z tri y � . I-d o � � � o € [ d rA rA n . ed y (° CD n rD CD 00 z n O 9 :. ....... ..:.,u„.. .�.. _.. u.......,�,� �n, ,,.=v .. ,.u.....�.....�•,.� ,, C�� CITY OF ARLIN T Old'G Building Department January 16, 2002 Chris Backstrom Backstrom Curb & Sidewalk 19705 60`h Ave NE � \N Arlington, WA 98223 Re;Backstrom Building Permit Application 02-4825 Dear Chris, The following drawings have been reviewed for compliance with the 1997 Edition of the Washington State Uniform Building Codes. (RCW 19.27) The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued. 1. The architectural drawings show two 3-unit buildings for office/manufacturing. .These drawings are not consistent with the Minor Development Permit MN-10- 034 issued on October 9, 2001. The permit was issued for two warehouse office buildings with 25 required parking spaces. The 3 unit building as shown on the drawings are defined as manufacturing/office facilities,which will require additional parking requirements and accessible parking spaces in front of each unit. This requires an amendment to the above minor development permit which shall require revisions to the parking, traffic analysis, and mitigation requirements. 2. The drawings show two building on the site plan. A building permit is required for each building. 3. The drawings need to be stamped by an Architect licensed in the State of Washington. 4. The energy calculations for the two building are different. Completed NREC calculations should be submitted for each building. 5. The drawings show a stairway to a second floor for each building. A floor plan for the second floor for each building should be submitted. 6. The plumbing and mechanical drawings have not been submitted. However they can be deferred for submittal at a later date. Permit applications are required if this is the case. 7. The square footage of the office/manufacturing spaces on sheet A-3 is different than shown on the calculations of the occupant loads as shown on the cover sheet. 8. The City of Arlington requires a 1-hour tenant separation wall between each unit. A detail of the wall should be shown on the drawings. 238 N. Olympic Ave. e Arlington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 -� y. 9. Safety glazing is required for the windows within 24 inches of the doors. 10. The facing of the insulation that is exposed to the interior must have a flame- spread of 25. 11. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality code. (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 4-3 of that code. Calculations should be submitted to justify the listed quantities. 12. The maximum interior and exterior lighting budget based on the component performance lighting option should be addressed at the tenant improvements. I3. Door thresholds should be shown as no higher than %". The edges should be beveled at 1 vertical: 2 horizontal,with a maximum edge height of ". Sections 1106.10.4 & 1106.6 14. Special Inspection is required for anchor bolts, structural steel welding, and high strength bolting. 15. The interior parking lot islands need to be planted with ground cover other than grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 16. 5 shrubs per 100 square feet are required. The proposed submitted drawings do not comply. If you have any questions please give me a call at 435-0724. Si c rely, David W. Anderson Building Official (360) 403-3432 dandersonnr,ci.arlington.wa.us Cc; Yvonne Page, Senior Planner CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street, Sammamish,WA 98074 (425) 836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net December 3, 2001 Backstrom Warehouse - 01- 4825 North and South Buildings 1997 Uniform Building Codes Type of Construction: II-N Occupancy — B/F-1/S-1 Stories: 1 + Mezzanine Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the Backstrom Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. The plans are approved and are being returned with our indication of review on them. Please note the changes to the plans as stated below: NONSTRUCTURAL 1. Safety glazing is required for the windows within 24" of the doors. 2. The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. MECHANICAL 1. No mechanical plans were submitted. We can review these when they are submitted to you. Arlington — Backstrom Warehouse December 7, 2001 Page 2 of 2 2000 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 2. The maximum interior and exterior lighting budget based on the Component Performance Lighting Option should be addressed at the tenant improvements. I have indicated this on the plans. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Anchor bolts (Table 19-F) Structural steel welding High strength bolting The remainder of the structural plans are acceptable as submitted. Sincerely, Chuck Williams SE CWA Consultants i r 4r" YCity of Arlington Development Services Minor Development Permit G, October 9, 2001 Backstrom, Lot 12 MN-01-034 I. PROJECT DESCRIPTION AND REQUEST Don Backstrom requests a minor land use permit for the development of two office/warehouse buildings, one 9,600 square feet and one 9,484 square feet, on approximately 1.35 acres. To support the facility, utilities will be provided from the City of Arlington. The site is zoned Industrial. II. GENERAL INFORMATION 1. Owner: Don Backstrom, 19705 601h Avenue NE, Arlington, WA 98223 2. Applicant/Contact Person: Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 3. General Location: The site is located on the east side of 60th Avenue NE on Lot 12 of the Plat of Airport 37, in Section 15, Township 31, Range 05, W.M. (Tax ID No. 7463-000-012-0001) 4. Address of the Property: Address will be assigned as development occurs 5. Description of Proposal: Development of two office/warehouse buildings 6. Acreage: Approximately 1.35 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site R-MHD Industrial Vacant North of site R-MHD Industrial Vacant South of site R-MHD Industrial Vacant East of site R-MHD I Industrial Vacant West of site R-MHD Industrial Industrial EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 1 of 7 u I I i Minor Development Pern ._ October 9, 2001 Backstrom, Lot 12 MN-01-034 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Determination of Nonsignificance (DNS)was published, posted, and mailed on September 5, 2001. III. ENVIRONMENTAL REVIEW An MDNS was issued on September 5, 2001, with a 15-day comment period followed by a 10- day appeal period; no comments were received. IV. BACKGROUND The subject minor development permit review application was received by the City of Arlington on July 10, 2001, and the application was deemed incomplete on July 13, 2001. Additional information was received by the City of Arlington on July 30, 2001, and the application was deemed complete on August 17, 2001. Additional/revised information was requested on August 17, 2001, and was received on August 31, 2001. A Notice of Application and Determination of Nonsignificance (DNS) was published, posted, and mailed on September 5, 2001. V. FINDINGS OF FACT 1. Application Process: The minor development permit application was received by the City of Arlington on July 10, 2001. The application was deemed complete on August 17, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.S. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing facilities are a permitted use per UDC Chapter V, Section I. Pursuant to Western Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. 3. Lot Dimensions Density and Related Requirements: The proposed development complies with the minimum lot dimensions for warehousing facilities (1 acre in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, E:\Backstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 2 of 7 1 1 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 particulate matter, electrical interference, hazardous materials storage, waste disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: Per UDC Chapter IX, Section C.4, Parking Requirements, the development requires 25 parking spaces at 1 space per 1,000 square feet of gross floor area for the warehouse space, which is 16,912 square feet, for 17 spaces, and 3.6 per 1,000 square feet of gross floor area for office space, which is 2,172 square feet, for 8 spaces, plus 1 loading space per building at 1 space for each 50,000 square feet, and a dumpster space. The proposed site plan shows 28 parking spaces, 2 of which are handicap accessible, 7 loading spaces, and 1 dumpster space, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a warehousing facilities use is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall for the first 50 spaces per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. A portion of the required 10-foot wide frontage landscape area is placed partially within the City right-of-way (4-1/2 feet) and partially within the subject property (5-1/2 feet). Permission to use 4-1/2 feet of right-of-way was granted by the City Engineer on September 27, 2001, in conformance with the agreement reached with the developer of Airport 37 for the City to allow use of City right-of-way in exchange for the developer constructing a 5-foot wide sidewalk. The site plan includes the statement that the developer acknowledges public ownership of the property used partially for locating the required frontage landscape area and will maintain the landscape area according to City standards. 7. Transportation: The proposed development is located on the east side of the 60tn Avenue NE cul-de-sac south of 199"' Street NE. The site will access the 60tn Avenue NE cul-de-sac, which has an existing paved street section with curb and gutter but no sidewalk. Agreement reached with the developer of Airport 37 is that a 5-foot wide sidewalk shall be constructed per City of Arlington Standards along the street frontage adjacent to the existing curb. The development is anticipated to add approximately 47 average daily vehicular trips, which includes 7 p.m.-peak-hour trips, to the street system. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m.-peak-hour trip and to WSDOT and Snohomish County for this project's proportionate share of average daily trips. Letters reflecting payment of the required fees shall be received prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound EABackstrom Lot 12 MN01-034\Backstrom permit.doc YIP; 10/9/01 Page 3 of 7 Minor Development Pern. October 9, 2001 Backstrom, Lot 12 MN-01-034 Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that they have a conceptually feasible plan; details will be reviewed and conditioned with the construction review phase of the project. 9. Critical Areas: The site contains no identified environmentally sensitive areas. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements, and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extend feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to final decision. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. A warehousing facility is a permitted use in the Industrial zone per Chapter V, Section I, of the UDC. Pursuant to Western EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 4 of 7 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan dated August 31, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. 3. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (transportation mitigation fees to WSDOT at $4,731.57, to Snohomish County at $4,408.60, and to the City of Arlington at $1,038.00 each for 7 p.m.-peak-hour trips, or$7,266.00). 4. All exterior lighting, including streetlights, shall be down-shielded. 5. The developer shall construct a 5-foot wide sidewalk per City of Arlington Standards along the street frontage adjacent to the existing curb. The sidewalk and landscape strip shall extend from the north property line to the south property line. 6. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 7. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. CODE REQUIREMENT (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements that the applicant needs to be aware of. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type. EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 5 of 7 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Department of Development Services, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to the issuance of any permits. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. Provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. On the construction plans show locations of all required streetlights to be installed as designed. h. A right-of-way permit is required for and prior to any work done in a public right-of-way. i. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. EABackstrom Lot 12 MN01-0340ackstrom permit.doc yjp; 10/9/01 Page 6 of 7 i 1 I Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan received August 31, 2001. 2. File MN-01-034 (Backstrom, Lot 12) (on file at City Hall). ORDERED THIS 9TH DAY OF OCTOBER 2001. 1 Cliff tong, PI ing Manager Responsible ffi al Distributed t Following Party of Record: • Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 7 of 7 JNG YCity of Arlington Development Services Minor Development Permit AG October 9, 2001 Backstrom, Lot 12 MN-01-034 I. PROJECT DESCRIPTION AND REQUEST Don Backstrom requests a minor land use permit for the development of two office/warehouse buildings, one 9,600 square feet and one 9,484 square feet, on approximately 1.35 acres. To support the facility, utilities will be provided from the City of Arlington. The site is zoned Industrial. II. GENERAL INFORMATION 1. Owner: Don Backstrom, 19705 601h Avenue NE, Arlington, WA 98223 2. Applicant/Contact Person: Don Backstrom, 19705 60th Avenue NE, Arlington, WA 98223 3. General Location: The site is located on the east side of 60th Avenue NE on Lot 12 of the Plat of Airport 37, in Section 15, Township 31, Range 05, W.M. (Tax ID No. 7463-000-012-0001) 4. Address of the Property: Address will be assigned as development occurs 5. Description of Proposal: Development of two office/warehouse buildings 6. Acreage: Approximately 1.35 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site R-MHD Industrial Vacant North of site R-MHD Industrial Vacant South of site R-MHD Industrial Vacant East of site R-MHD Industrial Vacant West of site R-MHD Industrial Industrial EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 1 of 7 Minor Development Pern — October 9, 2001 Backstrom, Lot 12 MN-01-034 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Determination of Nonsignificance (DNS)was published, posted, and mailed on September 5, 2001. III. ENVIRONMENTAL REVIEW An MDNS was issued on September 5, 2001, with a 15-day comment period followed by a 10- day appeal period; no comments were received. IV. BACKGROUND The subject minor development permit review application was received by the City of Arlington on July 10, 2001, and the application was deemed incomplete on July 13, 2001. Additional information was received by the City of Arlington on July 30, 2001, and the application was deemed complete on August 17, 2001. Additional/revised information was requested on August 17, 2001, and was received on August 31, 2001. A Notice of Application and Determination of Nonsignificance (DNS) was published, posted, and mailed on September 5, 2001. V. FINDINGS OF FACT 1. Application Process: The minor development permit application was received by the City of Arlington on July 10, 2001. The application was deemed complete on August 17, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.S. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing facilities are a permitted use per UDC Chapter V, Section I. Pursuant to Western Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. 3. Lot Dimensions Densitv and Related Requirements: The proposed development complies with the minimum lot dimensions for warehousing facilities (1 acre in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 2 of 7 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 particulate matter, electrical interference, hazardous materials storage, waste disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: Per UDC Chapter IX, Section C.4, Parking Requirements, the development requires 25 parking spaces at 1 space per 1,000 square feet of gross floor area for the warehouse space, which is 16,912 square feet, for 17 spaces, and 3.6 per 1,000 square feet of gross floor area for office space, which is 2,172 square feet, for 8 spaces, plus 1 loading space per building at 1 space for each 50,000 square feet, and a dumpster space. The proposed site plan shows 28 parking spaces, 2 of which are handicap accessible, 7 loading spaces, and 1 dumpster space, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a warehousing facilities use is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall for the first 50 spaces per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. A portion of the required 10-foot wide frontage landscape area is placed partially within the City right-of-way (4-1/2 feet) and partially within the subject property (5-1/2 feet). Permission to use 4-1/2 feet of right-of-way was granted by the City Engineer on September 27, 2001, in conformance with the agreement reached with the developer of Airport 37 for the City to allow use of City right-of-way in exchange for the developer constructing a 5-foot wide sidewalk. The site plan includes the statement that the developer acknowledges public ownership of the property used partially for locating the required frontage landscape area and will maintain the landscape area according to City standards. 7. Transportation: The proposed development is located on the east side of the 60tn Avenue NE cul-de-sac south of 199t" Street NE. The site will access the 601n Avenue NE cul-de-sac, which has an existing paved street section with curb and gutter but no sidewalk. Agreement reached with the developer of Airport 37 is that a 5-foot wide sidewalk shall be constructed per City of Arlington Standards along the street frontage adjacent to the existing curb. The development is anticipated to add approximately 47 average daily vehicular trips, which includes 7 p.m.-peak-hour trips, to the street system. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m.-peak-hour trip and to WSDOT and Snohomish County for this project's proportionate share of average daily trips. Letters reflecting payment of the required fees shall be received prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 3 of 7 1 Minor Development Pern. October 9, 2001 Backstrom, Lot 12 MN-01-034 Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that they have a conceptually feasible plan; details will be reviewed and conditioned with the construction review phase of the project. 9. Critical Areas: The site contains no identified environmentally sensitive areas. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements, and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extend feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to final decision. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Medium High Density Residential. However, the subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. A warehousing facility is a permitted use in the Industrial zone per Chapter V, Section I, of the UDC. Pursuant to Western EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 4 of 7 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 Washington Growth Hearings Board case Citizens v Mount Vernon, 133 W.2d 861 (1997), the zoning code prevails where there is an inconsistency between it and the Comprehensive Plan. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan dated August 31, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. 3. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (transportation mitigation fees to WSDOT at $4,731.57, to Snohomish County at $4,408.60, and to the City of Arlington at $1,038.00 each for 7 p.m.-peak-hour trips, or $7,266.00). 4. All exterior lighting, including streetlights, shall be down-shielded. 5. The developer shall construct a 5-foot wide sidewalk per City of Arlington Standards along the street frontage adjacent to the existing curb. The sidewalk and landscape strip shall extend from the north property line to the south property line. 6. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 7. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. Vlll. CODE REQUIREMENT (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements that the applicant needs to be aware of. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type. EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 5 of 7 � 1 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Department of Development Services, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to the issuance of any permits. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. Provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. On the construction plans show locations of all required streetlights to be installed as designed. h. A right-of-way permit is required for and prior to any work done in a public right-of-way. i. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. EABackstrom Lot 12 MN01-034\Backstrom permit.doc Y1P; 10/9/01 Page 6 of 7 Minor Development Pern... October 9, 2001 Backstrom, Lot 12 MN-01-034 b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan received August 31, 2001. 2. File MN-01-034 (Backstrom, Lot 12) (on file at City Hall). ORDERED THIS 9TH DAY OF OCTOBER 2001. Cliff f6flhng PI ng Manager Responsible ffi al Distributed t Following Party of Record: • Don Backstrom, 19705 601h Avenue NE, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services EABackstrom Lot 12 MN01-034\Backstrom permit.doc yjp; 10/9/01 Page 7 of 7 I � f $ @ F # « ggqqe NI � § § � 2 ~ § m § F- \ C) $ @ ¥ « q@@ / � k § k e m t aCd z ���em@ CD M � J \ Stkkƒ7O � k a § � � § / f Cost Estimate For Permit Fee Lot 12 of Airport 37 - September, 2001 Description Quantity U/M Unit Price Amount T.E.S.C. &Grading 4"-8" Quarry Spalls (Temp. Const. Entrance) 30 CY $ 14.00 $ 420.00 Filter Fabric Fencing 669 LF 2.95 1,973.55 Site Grading 59,000 SF 0.06 3,540.00 4" Crushed Rock 336 SY 4.00 1,344,00 2"Thick Asphalt Surface 1,757 SY 5.60 9,839,20 5' Wide 4"Thick Sidewalk, w/2"Crushed Rock 1,275 SF 3.75 4,781.25 Subtotal: $ 21,898.00 Storm Drainage Inlet 4 Ea $ 420,00 $ 1,680.00 Type IL Catch Basin 5 Ea 740.00 3,700.00 12" Storm Pipe 429 LF 18.00 7,722.00 6" C1.200 PVC Pipe 465 LF 11.45 5,324.25 6" PVC Pipe Plugs 12 Ea 9.00 108,00 6" PVC Factory Plugs 18 Ea 36,00 648.00 12" PVC 90 Deg. Elbow 2 Ea 67.60 135.20 Oil/Water Seperator 4 Ea 100.00 400.00 1-1/2"Washed Rock 313 Tons 18.00 5,634.00 Loamy Sand 119 CY 12.50 1,487.50 Subtotal: $ 26,838.96 Water 8 X 4"Tapping Tee 1 Ea $ 282.00 $ 282.00 4"Gate Valve 1 Ea 475.00 475.00 4"X 2" Reducer 1 Ea 115.50 115.50 2" Poly. Waterline 120 LF 3.20 384.00 Fire Hydrant Assembly 1 Ea 2250.00 2,250.00 2"Water Meter 1 Ea 914.30 914.30 Subtotal: $ 4,420.80 Sewer 6" DIP Sewerline 93 LF $ 15.05 $ 1,399.65 Pre-Cast Manhole 1 Ea 1070.00 1,070.00 Sewer Cleanout 6 Ea 41.20 247.20 Subtotal: $ 2,716.85 Total: $ 55,874.60 City Fee @ 2.5% $ 1,396.87 PaQ•4l �l0 � • � f BACKSTROM Wednesday, January 16,2002 City of Arlington David W. Anderson 114 v 238 North Olympic Ave 16 Arlington, WA 98223 clryoF RE: Backstrom Warehouse,Airport Industrial Park#37 'ggCiyQroN 19765 6()Ih Ave TRIP; Arlington, WA 98223 Dear Mr. Anderson: In response to your request,the floor surface of the mezzanine area on the west end of huilding I (north building)is 1,140 SF. A UBC railing and staircase will enclose this area. The floor surface of the mezzanine area on the west end of building 2 (south building) is 1,019 8F with the same railing as listed above. If need any further information please contact me at 360-403-4866,thank you for you attention to this matter. Sincerely, Chris Backstrom 19705 6Dth Ave NE, Arlington, Washington 98223 +Phone: (360)403•4866 Fex: (360)403.3097 •email: backsirmCwhidbey.not TO 29Vcl m/s T sNno wmiis>tovs LE0660EGZV 9T:TT ZOOZ/9T/TO a2v t "mil ti � - , (74) City of Arlington Department of Public Works Mq�w"" REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil — New Industrial Building on 601h Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED ,11�N,7MMENTS FOR THIS REVIEW l--n -0i__ S ature Date l City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil — New Industrial Building on 60th Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED 10 TS FOR THIS REVIEW CrW 1 — 7,5--o Z iKl ire Date NGr°� Cityf Arlington o 9skI N G� December 11, 2001 Mr. Kelly Wrigg, P.E. Cascade Surveying &Engineering, Inc. P.O. Box 326 Arlington, WA. 98223 RE: Backstrom, Lot 12 - MN-01-034—Second Round Review Comments Dear Kelly: Attached you will find the review for the submittal of construction plans for the above referenced proposal. The items reviewed include: ➢ Construction Plans ➢ Drainage Report The following items need to be addressed: • Show required landscaping per Terri Littlejohn's comments. • Items 4 & 5 per Terry Castle's memo dated 7/18/01 Please make the corrections and additions as outlined and submit mylars for review and signature. Once the mylars have been signed, you will need to produce eight (8) sets of paper plans for distribution. Also, please submit an engineers construction cost estimate, and a check for 2-1/2%, plus a$500.00 refundable deposit. Should you have any questions or require additional information please call me at 360.403.3527. ZSince ely, g aton Engineering Technician Cc: Don Backstrom, 19705 —601h Avenue NE, Arlington, WA. 98223 File 238 North Olympic Ave. . Arlington, WA 98223 • City of Arlington RECEPYED Nov 14 2001 Department of Public Works • Utilities Div. REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton,Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A.,BUILDING TOM C.,FIRE KRISTI R.,PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P.,AIRPORT BELL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T.,FIRE SYSTEMS Project Summary: Site Civil —New Industrial Building on 601h Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING �® MEMO ATTACHED ❑ NO COMMENTS FOR THIS REVIEW ignature Date To: Yvonne Page From: Terry Castle Date: 7-18-01 Subject: Backstrom Lot 12 Airport 37 Having reviewed the submittals for the above project, I have the following comments: 1. The side sewer stub is somewhat shallow so the monitoring manhole may have to be moved west to get a minimum of a 4' manhole so our monitoring equipment will fit is required. 2. The cleanout detail shown indicates concrete encasement, which is not required. The only concrete required is around the cover. The clean out is PVC or D.I.P. 3. The steps in the manhole must be the reinforced plastic type not galvanized metal. Lub An additional fire hydrant is required just south of the south entrance,the will have to be 8" and the meter connection mint can be before the hydrant assembly. 5 'Llle new 2" service will require an 8 x 4 tee with valve per standard detail W- 6. Note: The connection fees for service are based on meter size, so a 2" service is good for accommodating possible future uses but the smaller the actual meter size the less costly. The 2"can be reduced to a smaller meter as required by City staff. 7. Water note 17 must include a reference to standard detail W-16 and mention that cross connection control is required per City standards and the contact for details is Karen Latimer at 360-403-3505. 8. The 2" service pipe is H.D.P.E.per standard detail W-16. U ArlingtonCity of General Services Me o TM r� O: FROM: Terri Littlejohn DATE: November 8th 2001 RE: Backstrom. Lot two ICJ Here are my review comments for the landscape plan. 0 Shrubs must be 2 gallon size and minimum of 24 inchs high at planting. 0 On the tree staking specification it says tree root ball must be planted at 1 foot higher from which it was grown in the nursery. I believe this is supposed to say 1 inch higher. 0 Tree staking detail specification should also read that the twine must be cut off and removed. 0 The interior parking lot islands need to be planted with ground cover other then grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. d� UDC calls for 5 shrubs per every 100 square feet. The proposed shrubs do not meet this criterion. cP The proposed shrubs to be planted must be planted in the same manner as the trees that are planted in lawn areas. It would be best to incorporate larger landscape beds and grolup the shrubs. W 01 Ir ubs I I usi be L-gallon size. 1 ' I City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil — New Industrial Building on 601h Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT' OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. 0-MORE TIME REQUESTED, WILL SUBMIT ON O COMMENTS FOR THIS REVIEW ARE ON DRAWING MEMO ATTACHED ❑ NO COM ENTS FOR THIS REVIEW i� /- - - Qf 4 SignatureLzn4�"19 Date 'S h tr_� �e �/ ,I �a c I LA A, All City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2„d Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C.,FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil - New Industrial Building on 60th Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. ; A: if:i"i` v- 'iy� - ,z.1'-• '1Jl 1V�• _ _ __ aiva , i€v--i_-: , i e.i-. ' A T: [- T-- ie 3 a=_J" - =- NJ T. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED ' kNO COMMENTS FOR THIS REVIEW c v :ignature "Pate I " N0V 17 2001 .,. ti :, • r - a: i MEMO Date: November 19, 2001 To: Gregg Eaton cc: Paul Richart, P.E. From: Debbie Maroon, P.E. Subject: Backstrom,Lot 12 —MN-01-034 Storm Drainage Calculations Review As requested, we have completed our review of the resubmitted drainage plans and calculations for the above referenced project. The documents reviewed include (1) Construction Drawings, Sheets 1 through 5 of 5 and (2)Drainage Report For: Don Backstrom, both prepared by Cascade Surveying and Engineering, Inc. We only have one small remaining comment: 1. The stage discharge rating curve for loamy sand#2 (west water quality trench) in the StormSHED output does not agree with the discharge rates calculated using Darcy's law. The difference is so small that it will not impact the sizing of the trench. If you have any questions, please call. E airportMot 12revie w 1119 43032.24 City of Arlington Department of Public Works Nqg�wp'p' REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil — New Industrial Building on 60'h Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED NO COMMENTS FOR THIS REVIEW Signature Date , No\J a I I I City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom—Lot 12 - 2nd Round Review PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: November 13, 2001 RETURN THIS FORM BY: November 26, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER JOHN G.., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B,ENVIROMENTAL DEBBIE M., DRAINAGE JIM T., FIRE SYSTEMS Project Summary: Site Civil — New Industrial Building on 60th Ave. NE PLANS ARE IN THE HANGING FILE UPSTAIRS IN ENGINEERING PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED ❑ NO COMMENTS FOR THIS REVIEW Signature Date CASCADE SURVEYING SURVEYORS & ENGINEERING, INC. ENGINEERS 105 E. Division • P.O. Box 326 a Arlington, WA 98223 a° ° PLANNERS (360) 435.5551 • fax: (360) 435-4012 °j"Q"''° 'I"M 0 TO: City of Arlington From: Cascade Surveying&Eng, Inc Date: 11/05101 Re: Backstrom, Lot 12—MN-01-034 The following memo describes the changes made to the construction plans and report to address city comments. 1) Comments from Gregg Eaton: • Letter: General note 33 was added to sheet 1 stating "See building plans for landscaping requirements". • Page 3: Sheet 5 was created that includes trench restoration detail. • Page 4: Sidewalk and driveway approach details were added to sheet 5. 2) Comments from Debbie Maroon: • Plan and profile details (see sheet 4) were added to plans detailing where to install oil/water separators and where to install riser pipes. Please note that oil/water separators are shown where new water enters a trench. Note that C.B.'s 2 & 3 do not have oil/water separators because they have solid lids and water coming from adjacent trenches will have already been treated. • The note stating "oil/water separators shall be placed on all pipes ..." has been removed and the profile detail should clarify this issue. • The drainage report was corrected for typographical errors. • The NGVD to NAVD 1988 conversion equation was added to sheet 1. • Date of soil logs was added to report and locations were added to basin map in report. • Page 1 • C.B.#10 was added in the middle of the type 2 trench. The buildings will be tight lined directly to this catch basin. Oiltwater separators will be placed on the inverts going into the trenches from this catch basin. 3) Comments on plans: • All sheets: City of Arlington approval blocks were added. • Sheet 1: General note number 1 was revised to state"latest edition". • Sheet 2: General note number 5 was revised to state"1997. • Sheet 2: General note number 10 was added per comments. • Sheet 3: Asphalt restoration area was added. (detail on sheet 5). • Sheet 4: Sidewalk and approach details were added to sheet 5. M V Ke ley E.Wrigg, P.E. • Page 2 �, I I 4��NG?&T'JG�� •City of Arlington o 9s4 October 10, 2001 Mr. Kelly Wrigg, P.E. Cascade Surveying &Engineering, Inc. P.O. Box 326 Arlington, WA. 98223 RE: Backstrom, Lot 12 - MN-01-034 —First Round Review Comments Dear Kelly: Attached you will find the review for the submittal of construction plans for the above referenced proposal. The items reviewed include: ➢ Construction Plans ➢ Drainage Report The following changes need to be made: l ow required landscapingL • Page 3: Show trench restoration detail (CDF required) • Page-4� Show sidewalk and driveway approach details Comments are also attached in memo form from: ➢ Debbie Maroon, Drainage Consultant Please return a memo addressing how issues have been resolved, three (3) paper copies of the re-submittal, and the original red line plans. Should you have any questions or require additional information please call me at 360.403.3527. Since ely, reggK Engineering Technician Cc: Don Backstrom, 19705 —60`h Avenue NE, Arlington, WA. 98223 File 238 North Olympic Ave. . Arlington, WA 98223 MEMO Date: September 17, 2001 To: Gregg Eaton cc: Paul Richart,P.E. From: Debbie Maroon,P.E. Subject: Backstrom,Lot 12 —MN-01-034 Storm Drainage Calculations Review As requested, we have completed our review of the drainage plans and calculations for the above referenced project. The documents reviewed include(1) Construction Drawings, Sheets 1 through 4 of 4, and(2) Drainage Report For: Don Backstrom,both prepared by Cascade Surveying and Engineering, Inc. Below please find a list of our comments/concerns: 1. Details for CB #3 and CB #2 must be provided. The details must show the 90' elbows and oil/water separators, if any. 2. The details for the two types of trenches have notes that say"Oil/Water Separators Shall Be Placed On All Pipe Ends Entering Trenches". How does this work with the 90' elbows in CB #2 and CB#3? The engineer needs to clarify these notes. Oil/water separators must be provided prior to the infiltration trenches per City of Arlington standards. 3. We noted several typographical errors in the calculations. In several places in the Darcy's Law calculations the trench depths are shown incorrectly although the answer is correct. 4. We are coming up with slightly higher infiltration rates for the east water quality trench than the engineer did. Other than the slightly different rates for the east water quality trench we agree closely with the calculations. 5. The plans are on NGVD 1929 datum. According to the City of Arlington Standards the plans should be on NAVD 1988. An equation must be provided to show how the two different datum's relate or the plans must be converted to NAVD 1988. 6. A date that the soil logs were performed should be added to the soil logs. 7. A map should be provided that shows the location of the soil logs. 8. Because the water quality trenches have not been sized to handle the ranoff from the roofs the downspouts must be tight-lined to catch basin 2 or catch basin 3. E airport371ot12review 43032.24 To: Gregg Eaton Page 2 From: Debbie Maroon Date: September 17, 2001 Subject: Lot 12 of Airport 37 If you have any questions, please call. E airportMot12review 43032.24 'J I CITY OF ARLINGTON AS-BUILT CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. By: CITY ENGINEER Date: / / CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT THIS PLAN SHEET HAS BEEN REVIEWED AND EVALUTATED FOR GENERAL COMPLIANCE WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER,WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET. ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY OWNER AND LICENSED DESIGN ENGINEEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS WHICH MAY INCLUDE,BUT ARE NOT LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT(NOI),ANY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. By: CITY ENGINEER Date: THIS APPROVAL VALID FOR 18 MONTHS v I . City of Arlington General Services Memo TO: Yvonne Page FROM: Terri Littlejohn DATE: November 8�'2001 RE: Backstrom. Lot two Here are my review comments for the landscape plan. 0 Shrubs must be 2 gallon size and minimum of 24 inchs high at planting. 0 On the tree staking specification it says tree root ball must be planted at 1 foot higher from which it was grown in the nursery. I believe this is supposed to say 1 inch higher. 0 Tree staking detail specification should also read that the twine must be cut off and removed. 0 The interior parking lot islands need to be planted with ground cover other then grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 0 UDC calls for 5 shrubs per every 100 square feet. The proposed shrubs do not meet this criterion. 0 The proposed shrubs to be planted must be planted in the same manner as the trees that are planted in lawn areas. It would be best to incorporate larger landscape beds and group the shrubs. 0 Shrubs must be 2-gallon size. 1 •� �Jt.�snay�a�� \ �� .�. -�'ms�w ' '-Nlt� u:.r:�j'•�' �ti"'1'v'ut��'"� MA _`f. xR •� ia:rtm m?zctaonan.4c.r f .:.,.�'~�3' x y N a lx'i'1 C�-' � Ow al z hri l z n cy � J �d HIl a g {k c tTl x n k i r O It \ a x � '•r z S . rd i Ill -m r tTl n rt y .„z Z o Cd d f: ° C7 cd �3 o O d d y � Z O � , z z Ud cn It n �• ?� r rf, n m d Cd Z � O %po ,{ � d p H tTj 0 It C z r) E C7 � �' n r CD m CD rrl s y CD n � .- {t_ O (D F z 00 d 't z r i r ........................ w.:.i.titiLi9FUlti'S�i:4 Y+%: r.Uu 0.W:Vt u..•• •� ' 1 ...,�!t.i�ao•Pl1tf•.�-� lR7t!m±r 4� ^i•s�!nhy:7�� ��'�t451,-.R^.r�nq�),"'"! ��v � �' "!mP9r� co City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# iT` DATE 1 C) LEGAL Y r t Plat Lot Tax ID# NAME '�:�� l �t 'st_rY�) ADDRESSr` f � L'� ` .� :. ivlvj f BUILDING USE 11-6 u� # of BUILDING UNITS Existing Required Signature Date Water Meter 3K6 IL _ 7 z-l 0 Fire Hydrant Side Sewer Permit x d 3 Monitoring Manhole Cross-Connection Control _ J—32,,*_3 Sewer: Off site On site _ -' 02010-103 i Water: Off site On site _� � 7h o212 i42 Pretreatment Discharge Permit VwtT Water/Sewer Fees O"V i,!A�, ;, r�J RECEIVED Date received 10 —30 00 OCT 30 MW Date Yellow returned 11—c9 7—01 Date Pink returned (J ` J r - _ - - - -- - i CITY OF ARLINGTON Building Deparhnent January 16, 2002 Chris Backstrom Backstrom Curb & Sidewalk 19705 60`t'Ave NE Arlington, WA 98223 Re; Backstrom Building Permit Application 02-4825 Dear Chris, The following drawings have been reviewed for compliance with the 1997 Edition of the Washington State Uniform Building Codes. (RCW 19.27) The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued. 1. The architectural drawings show two 3-unit buildings for office/manufacturing. .These drawings are not consistent with the Minor Development Permit MN-10- 034 issued on October 9, 2001. The permit was issued for two warehouse office buildings with 25 required parking spaces. The 3 unit building as shown on the drawings are defined as manufacturing/office facilities,which will require additional parking requirements and accessible parking spaces in front of each unit. This requires an amendment to the above minor development permit which shall require revisions to the parking, traffic analysis, and mitigation requirements. 2. The drawings show two building on the site plan. A building permit is required for each building. 3. The drawings need to be stamped by an Architect licensed in the State of Washington. 4. The energy calculations for the two building are different. Completed NREC calculations should be submitted for each building. 5. The drawings show a stairway to a second floor for each building. A floor plan for the second floor for each building should be submitted. 6. The plumbing and mechanical drawings have not been submitted. However they can be deferred for submittal at a later date. Permit applications are required if this is the case. 7. The square footage of the office/manufacturing spaces on sheet A-3 is different than shown on the calculations of the occupant loads as shown on the cover sheet. 8. The City of Arlington requires a 1-hour tenant separation wall between each unit. A detail of the wall should be shown on the drawings. 238 N. Olympic Ave. e Arlington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 I 9. Safety glazing is required for the windows within 24 inches of the doors. 10. The facing of the insulation that is exposed to the interior must have a flame- spread of 25. 11. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality code. (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 4-3 of that code. Calculations should be submitted to justify the listed quantities. 12. The maximum interior and exterior lighting budget based on the component performance lighting option should be addressed at the tenant improvements. 13. Door thresholds should be shown as no higher than %z ". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of ". Sections 1106.10.4 & 1106.6 14. Special Inspection is required for anchor bolts, structural steel welding, and high strength bolting. 15. The interior parking lot islands need to be planted with ground cover other than, grass. This area is not large enough to have the required tree and shrubs planted and have grass for the ground cover. 16. 5 shrubs per 100 square feet are required. The proposed submitted drawings do not comply. If you have any questions please give me a call at 435-0724. Si c rely, r David W. Anderson Building Official (360) 403-3432 danderson(@,ci.arlin_gton.wa.us Cc; Yvonne Page, Senior Planner RECEIVE® BACKSTROM . re FEB 11 2002 Mr. David W. Anderson CITY OF,4RLINGTON City of Arlington 238 N Olympic Ave Arlington, WA 98223 Gear David, In response to your letter dated January 16,2002,please find the following: 1. Regarding the architectural drawings, the types of bulldings are two 3-unit buildings for office/warehouse. 2. We will need two building permits for both buildings. 3. The energy calculations have been revised on the updated plans. 4. The second floor plan for each building is on the updated plans. S. We would like to defer the plumbing and mechanical drawings for a lager date. 6. The square footage difference Is due to the exclusion of the bathroom dimensions. 7. The 1-hour tenant separations wall between each unit Is Indicated on the updated plans/ 8. Safety glazing is indicated on the updated plans. 9. Outdoor air ventilation will be submitted as Indicated in 08. 10. The maximum interior and exterior lighting will be addressed at a later date. 11. The door thresholds are shown with detail on the updated plans. 12. See updated plans 13. See updated plans. 14. See updated plans. If you have any further questions please call me at 360-403-4866. Sincerely, Chris Backstrom 19705 60th Ave NE, Arlington,Washington 98223 •Phone; (360)403.4866 • Fax, (360)403-3097 •ernei1; backstrmCwhidbey.net T.0 39Vcl hi/S & sHno woNis>c)vE[ LE06E069Zb BT:ZT Z00Z/90/Z0 1 I 1 L + - /oo r oB DATE— � TO THE C�[/��/� ��.� - �� O� /o-' u�3�T3t7�t.J `T�Cj�•�P� ORDER OF DOLLARS e / First Heritage Bank �l Emw Cqr—.(I75)202.1*00 P.0.13—12670,E—(L WA M06 y 24/7 TckV—Emkig 1-466-126-60" FOR � E1T �/�7,c1-D/—O� _ —. __. —•---_-----_._ -- • 1: L 25 107875l: 330711100 It, 57116 RECEIPT STATE OF WASHINGTON RECEIPT 1 ORIGINAL NUMBER I DEPARTMENT OF TRANSPORTATION B C / O P � TIES L L C. DATE S�1/0 Z RECEIVED FROM � ��r2DM � t7a �y ADDRESS I / � D� ���� ��b • �� /T'��./�CTO� GII� PAYMENT MADE BY CHECK, DRAFT OR DO P.O, CASH WARRANT NUMBER � P.O. MONEY ORDER NO. AMOUNT $ I ENT OF: (EXPLANATION) (ZP/7-y ,F ,¢AZ L-1 iJ `TO /V BY �}- TITLE AUTHORITY CREDIT TO: ED AMOUNT PAYEE NO. PROJECT NO. UNIT CODE SEE RE DO ORM T-7 NdQ11J 9561) WORK ORDER NO. VERSE SIDE FOR INSTRUCTIONS A�Y1/ it '` TON CITY OF NgtlNO �� I � 1� '�� -'� RwiSTERPSD AS PROVIDED BY LAW AS �'dldST �'OM'! Ael�RR�1L RWI ST. # EXp. DATE CC01.: '.NUCONI*044LD 03129/2002 EFFECTIVE DATE 06/04/1996 NtTONr:INC ':: 19705 60TH °AVE:iNE'" ARLINGTON`.WA 98223 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Project / Applicant tf)�Crz�fi"�," Date: O 1a5to I BP # 6 / S BARS# DESCRIPTION AMOUNT Public Works 405.388.10.10.00 Water Tap-In(General) $2150 406.388.10.10.00 Sewer Tap-In (General)$2500 401.343.80.00.00 Water Connection (Meter) $550 401.000.001.343.50.02 Side Sewer Permit $125 002.322.40.00 Right-of-way Permit 002.322.90.01 Miscellaneous Permit 002.343.19.00.00 2'/% Plan Review 002.389.00.10 Deposit 40t.389.00.10 Hydrant Permit 401.389.00.10 Bulk Water $22.50 002.389.00.01.00 Standards $25.00 Planning 001.345.89.02 Land Use Permit Processing 001.389.00.04 Direct Deposit 001.341.50.01 Maps&Publications Building 001.322.10.00 Building 001.345:83.00 Plan Check Fee 53 001.386.00.01 St. Bldg. Code Fee Miscellaneous 001.341.60.00 Copy Fees 107.002.344.90.00 Trip Generation Mitigation ADDRESS 107.003.345.85.00 Parks Mitigation 107.006.345.85.00 Arlington School Mitigation 107.006.345.8/5.00.01 Lakewood School Mitigation Recreation 504-362-40-00 Community Room Rental fee 504-389-00-10 Deposits Total, eceipts PAID 3qf, �3 OCT 2 5 2001 CI,rY OF --_NGTON C:\...\Sherri\upstairs bar codes 5/01 _...�. ARLI� e._,,s,� t CONS_rF;t II ORN I PERM I T PE RM I T NO = 02—489 1 Orner: BACKSTROM, DON 19705 60TH AVE HE ARLINGTON 98223 Value of Work: $377, 819. 00 Tax ID: 007463-000-012-00 Phone: 360-403-4866 Describe Work: NEW CONSTRUCTION Proposed Use: OFFICE WAREHOUSE BUILDING ONLY Legal Description: Job Address: 19705 60TH AVE HE Contractor's Hawse Type Address License NUCON, INC GEN 19705 60TH AVE HE NUCONIO44LD TOTALS Fee Permit Fee 52, 722. 50 Plan Fee 01 , 769. 63 .� State fee $4. 50 : 1/�-c�� TOTAL FEE. . . . . . . . . . . . . . . . . S4v496 SIGNATURE: I HEREBY C RTIFY T AT I HAVE READ PAYMENTS. . . . . . . . . . . . . . . . . . $0. 08 KN EXAMINED THIS APPLICATION AND THE SAME TO BE TRUE AND COR- R C ALL PROVISIO OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . 04, 496.63 0 D NANCES GOV RN G THIS TYPE OF W R WIL BE MP ED WITH WHETHER DATE = /7""b -�- RECEIPT #k E IP`'IE E OT_ ILDING FI AL b1 ex VIC7TVN I �saA �o Y r I L3 T I M" A C4 NCl I -Fnti "T�NO;L7 t E't3+% ----`-':.;bl .cl N -T Z M" :O'c4 NOTOMIJAA 3H 3VA HT&a COTel HC1Q .MOA'T2XJ W ;SLM X a8l -£ 19P- C� £ raarl9 �9L -Stty-®�►�1- Oaf C�01 :OI x6'(' �➢t9 .QtB ,CCEz :A-10 o :s $V H0IT0U51Tc,140:! 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A3}!T'3HW HT1Wt.�N3QgN1:iFi3N < 3IgI13 ' t 'T�iT303A 3TAa _----- — .IAI7� 741U I-INIt1.1IUa r r __ - (� i v••.r v ,u r J J n r u f i r r O v 1.r r J r.+.l._:Y 1�->�f3i-rs'•s.a:r�ri,.�r:�'Titi.i�-=�-r-� ii-' /001 9 r /e)'W 4Ve �� 98-787/1251 U J (O 06 ��,( , Vey DATE TO THE S AY ORDER OF // / II �c�e ,7.c�i� Ni e L� fffJ � "-� ibO --DOLLARS 8 1 First Heritage Bank Evaat Offus,N233 303.1 Mx1 ' P 0.8ox 12670.Ev"L.wA vx2u6 2V7 To W FOR I Cl� �/nil-O/-034- �—_ 4�1 -- --•------ -------•��--- is L 25 107875I: 330711100 145711' RECEIPT STATE OF WASHINGTON RECEIPT 27313 ORIGINAL NUMBER DEPARTMENT OF TRANSPORTATION B 20 M / 1<0 P� TJ ES L L C DATE �, ' S/O RECEIVED FROM �C K'�r oe ADDRESS PAYMENT MADE BY CASH ❑ CHECK, DRAFT OR / v o MONEY ORDER NO.P.O. .O_ WARRANT NUMBER . . AMOUNT $ I ENT OF: (EXPLANATION) LZWF ,L7 M A/ 0 3 A{(2-1 7'y of 4/Z L.i n!`TD /// r!,?'i 6 4-T,o rJ fiY �}- TITLE AUTHORITY CREDIT TO'. PAYEE NO. AMOUNT PROJECT NO. UNIT CODE DOT FORM 133.105 3180(SF 9561) WORK ORDER NO. SEE REVERSE SIDE FOR INSTRUCTIONS REc��vE� `( ®F p�ttvlNGT0N LIT FAX PO. :3G043539OG .Ian. , 200:a 09:46AM P ?�Ji"� :CITY OF ARC I NGTtJN ..—.....�. Y ` TES USTC D RAIN/Ro AjD a , LANDSCAPING INSPECTION SPORT �, PermitNo:r2a;'`�i _� bate: / -rd 33 (' Address/Ut No: / V�c�-�- p ,tr ,4 1 j NG Contractor: , Owner: supervisor: Approval r- Correction Required Corrections listed below MUST B ��c {� p raved Please contact inspector Was not able to perform inspection Call 360,435.067,4 ror rye-inspection—24 hour notice required e S _k7 ,r rQ w e.d` L!E o'er Inspector: r Tate: `Q TYPE OF INSPECTION REQUEST 3i1�e F Fence NPipe TORNX DRAIN ROAD A de Irrigation Soil �PIN� Check Dam Catch Basin(s) Rock S l Inlet Protection Maahoie(s) Curb&Gutter Fertitizer Temp.Sad. Oil 5cparator(s) Sidewalk Bark sheedrtg Down Spouts) Approach(s) plertts Straw Traah Aack(Ovartlow Sub-grade Trees Seedin-, Reskictor' hock Raot Barriers Final revel Spreader ATR Play Iigalpment Treatment CL B Asphalt Final Infiltration Striping / Pond Sijwno Final Final -- J � r Site Civil Review Checklist: Updated November 13,2000 Backstrom — Lot 12 Printed November 1, 2001 Completeness of Application Letter of Transmittal 10 copies of plans Engineers cost estimate Application Fee & Deposit Drainage Calculations Any additional supporting documents Construction Plans—TESC/Gradin raina e , Catch Basin Protection Construction Entrance Silt Fence Placement/Installation &Filtering Devices Temporary Sedimentation Basin Special Measures Re 'd? (steep slopes, wetland,duration etc.) Restoration Timing & type Rockery Details Drainage Calculations Storm Drain Pipe Materials CB type & depth, spacing i I �I Construction Plans—Roadway and Related Work Proposed R/W meets classification standards Road Slope meets maximums Excavation Details in Paved Areas, road surface replacement Driveway details and placement Roadway type, geometrics, sight distances, traffic flow, ect Sidewalk and Curb placement,curb cuts,ADA,old Curb Cut removal Parking lot layout and section, Signing, Striping, Si nalization Review by County,WSDOT,Marysville if needed Roads allow for future connections Traffic Control Signing & Striping r-16 R/W dedication Construction Plans—Water System Meets Comp Plan Sizing is sufficient including future Installation per Standard details, material, hydrants, services, valve Meter placement Hydrant placement Cross Connection/Backwater Marysville review re 'd Aquifer—public &private Construction Plans—Sewer Meets Comp Plan Special Discharge into WWTP Sizing is sufficient including future Installation per Standard details Grease trap or Monitoring manhole re 'd Marysville review re 'd Sidesewer placement I I Construction Plans—Misc Landscaping per UDC,frontage & parking,Landscaping Plan Parks per Landuse permit & ADA Meets any special LU permit requirements G-5, sheets for SD, Water, Sewer, Street Meets G-4 to G-8 Meets IX-4 or IX-7 or IX-40 (UDC) City of Arlington 1400 October 10, 2001 Mr. Kelly Wrigg, P.E. Cascade Surveying &Engineering, Inc. P.O. Box 326 Arlington, WA. 98223 RE: Backstrom, Lot 12 - MN-01-034—First Round Review Comments Dear Kelly:_ Attached you will find the review for the submittal of construction plans for the above referenced proposal. The items reviewed include: ➢ Construction Plans ➢ Drainage Report The following changes need to be made: • Show required landscaping • Page 3: Show trench restoration detail (CDF required) • Page 4: Show sidewalk and driveway approach details Comments are also attached in memo form from: ➢ Debbie Maroon, Drainage Consultant Please return a memo addressing how issues have been resolved, three (3) paper copies of the re-submittal, and the original red line plans. Should you have any questions or require additional information please call me at 360.403.3527. Since ely, regg aton Engineering Technician Cc: Don Backstrom; 19705 —60'Avenue NE, Arlington,WA. 98223 File 238 North Olympic Ave. . Arlington, WA 98223 j 1 City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER r DAVE A., BUILDING TOM C., FIRE i KRISTI R., PLANNER STEVE R., POLICE ✓ SHARREE L., GENERAL SERV. ROB P., AIRPORT ✓ ./ BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60t" Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED ❑ NO COMMENTS FOR THIS REVIEW Signature Date i 4 1 City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building ; RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60th Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON COMMENTS FOR THIS REVIEW ARE k ❑ MEMO ATTACHED ❑ NO COMMENTS FOR THIS REVIEW q G i nature Date bon' 4t-'-'X 046 l r�6V--?- � OY� 5'�d� C%b��vri'�► �c - 7 • City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 601h Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED NO NTS FOR THIS REVIEW ignature Date It , ;` SEP 13 2001 ►,` t I Il £ t Ali U i I City of Arlington R E G r ' " Department of Public Works SEr REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60th Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED NO COMMENTS FOR THIS REVIEW k 41"'z", dd�- 9-/�-oi Sign ture Date City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A.,BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60tb Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. :.j' -_ ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAW G \ 1 - ❑ MEMO ATTACHED ❑ NO C NIENTS FOR THIS REVIEW Signature D to - 61 t i 41 City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60th Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED NO COMMENTS FOR THIS REVIEW 5 / Signature Date • City of Arlington Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60tb Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLEASE MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED /tf,NO COMMENTS FOR THIS REVIEW P okL C16vv,,4; _ Signature Date stp 13 �001 1 .J City g of Arlington l Department of Public Works REQUEST FOR REVIEW FORM PROJECT NAME: Backstrom 4-i (,po+37 PROJECT MANAGER: Gregg Eaton, Engineering Tech DATE OF CIRCULATION: September 11, 2001 RETURN THIS FORM BY: September 20, 2001 TYPE OF PROPOSAL: New Industrial Building RESPONDING DEPARTMENTS: MARC H., STREETS TERRY C., WATER/SEWER DAVE A., BUILDING TOM C., FIRE KRISTI R., PLANNER STEVE R., POLICE SHARREE L., GENERAL SERV. ROB P., AIRPORT BILL B, ENVIROMENTAL DEBBIE M., DRAINAGE Project Summary: New industrial building on 60th Ave. NE. PLEASE PROVIDE YOUR COMMENTS IN MEMO FORM, ADDRESSED TO DEPARTMENT OF PUBLIC WORKS. PLFA$E MARK ONE BOX, SIGN, DATE AND RETURN THIS FORM TO SONYA. MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON DRAWING ❑ MEMO ATTACHED 'ENO COMMENTS FOR THIS REVIEW Signature Date St_F' 5 ?001 MEMO Date: September 17, 2001 To: Gregg Eaton cc: Paul Richart, P.E. From: Debbie Maroon, P.E. Subject: Backstrom,Lot 12 —MN-01-034 Storm Drainage Calculations Review As requested, we have completed our review of the drainage plans and calculations for the above referenced project. The documents reviewed include (1) Construction Drawings, Sheets 1 through 4 of 4, and(2)Drainage Report For: Don Backstrom,both prepared by Cascade Surveying and Engineering, Inc. Below please find a list of our comments/concerns: 1. Details for CB #3 and CB 92 must be provided. The details must show the 90' elbows and oil/water separators, if any. 2. The details for the two types of trenches have notes that say"Oil/Water Separators Shall Be Placed On All Pipe Ends Entering Trenches". How does this work with the 90' elbows in CB #2 and CB #3? The engineer needs to clarify these notes. Oil/water separators must be provided prior to the infiltration trenches per City of Arlington standards. 3. We noted several typographical errors in the calculations. In several places in the Darcy's Law calculations the trench depths are shown incorrectly although the answer is correct. 4. We are coming up with slightly higher infiltration rates for the east water quality trench than the engineer did. Other than the slightly different rates for the east water quality trench we agree closely with the calculations. 5. The plans are on NGVD 1929 datum. According to the City of Arlington Standards the plans should be on NAVD 1988. An equation must be provided to show how the two different datum's relate or the plans must be converted to NAVD 1988. 6. A date that the soil logs were performed should be added to the soil logs. 7. A map should be provided that shows the location of the soil logs. 8. Because the water quality trenches have not been sized to handle the runoff from the roofs the downspouts must be tight-lined to catch basin 2 or catch basin 3. E airport3 71ot 12review 43032.24 t-7 To: Gregg Eaton Page 2 From: Debbie Maroon Date: September 17,2001 Subject: Lot 12 of Airport 37 If you have any questions, please call. E airp ort3 71ot 12review 43032.24 A..v O O Cn CD ® Ca o m Z C a m 1 cr Ila *Imes F �. J to � b n n ` Z o RC1 10 N U'1 z 3 0 7/6/00 i,YARCO BUILDING SYSTEMS DESIGN CERTIFICATION Garco Building Systems is an "AISC" certified manufacturer. This is to certify that the metal building system to be furnished shall be designed in accordance with the order docurnenLs and will meet or exceed the load requirements as l specified below. This includes all primary and secondary framing members, roof and siding panel~, and all accessories furnished. Design shall be in accordance with the °AISC" ninth edition "Manual of Steel Construction" and "AISI" (1996) "Cold-Formed Steel Design Manual". The Owner and/or Contractor are responsible for retaining a Professional Engineer if building components are altered, except as required to fit. manufacturer's drawings. Standing Sean Roof By Either DRIP 11Lq T,11c IqMa, WA or MDCI. Inc., Salt Lake City. Utah. i ENGINEERING CALCULATIONS BUILDING JOB NUMBER: 21064 DATE: ' CODE 7116101 97 UDC JOB NAME: Dackstrom/Sia; flay DESIGNED BY: OCCUPANCY JOB LOCATION: Arlir►gton, WA sdc CATEGORY CHECKED BY: standard BUILDER: Conn-Steel DESIGN PARAMETERS COMMENTS FRAME TYPE: TRF ... ROOF SLOPE: 2:12 BAY SIZE: 26.67ft NOMINAL WIDTH: 60.Oft LENGTH: 160.Oft EAVE HEIGHT: 18.5ft DESIGN LOADS SEAL FRAME SELF WT.: INCLUDED ROOF DEAD LOAD: 2.5psf COLLATERAL LOAD: 3.4psf _ LIVE LOAD: 20.0 x EXP. FAC. IMP. FAC. ROOF SNOW LOAD: ?5_Opsf * 0.7 1 3 c. SEISMIC ZONE: _ 3 1 v WIND SPEED: 80.0nnph _ ** C 1 ENCLOSURE TYPE: 1/n►/F.'nc lose d EXPIRES 5-24..03 CRANE CAPACITY: N/A — CLASS: N/A MAX. WHEEL LOAD: NIA.. MIN.MIN. WHEEL BASE: N/A This seal is intended for SPECIAL LOADS: •rrcezzanin►e: 50 live. 28 dead certification of the structural design of the Metal Building System and Components as provided by CARCO BUILDING SYSTEMS. Design and overview of all other portions of this project are NOT within the scope of CARCO BUILDING SYSTEMS or this seal. * SNOW EXPOSURE FACTOR I1AS ALREADY BEEN APPLIED TO GROUND SNOW LOAD TO OBTAIN ROOF SNOW LOAD AS SHOWN ** WIND EXPOSURE REQUIRES ON-SITE VERIFICATION BY BUILDER Olt OWNER AND HAS NOT HEEN VERIPIED 13Y GARCO GARCO BUILDING SYSTEMS MIDCO MFG., INC. Condensed Specifications; Release 1.1 Date 09-01-99 These specifications are subject to change without notice after the date of release. 1. DESIGN 1.1 General References 1.1.1 RISC" Specifications for Structural Steel",A1SI " Specifications for Light-Gauge Cold- formed Steel", Metal Building Manufacturers Association, Uniform Building Code. 1.1.2 Design Loads Roof Lit,e Loads: as required Wind Loads: as required 1.1.3 Design Load Combinations DL+ LL, Dl_ + VVI_ and DL+1/2 LL+ WL ■ 2. PRIMARY STRUCTURAL FRAN41NG 2.1 General 2.1.1 All primary stnrchrral framing members shall be automatic submerged arcwelded built-tip WF sections with minimum nange thickness of 3/16"and minimum web thickness of 1/8". Steel shall be ASTM A572, A529 or A570,with a minimum yield stress of 50,000 psi. ■ 2.1.2 Tapered Beam and Column Frames, Rigid Frames and Tapered Rigid Frames to be clear span with bay spacing as specified. 2.1.3 Modular Beam and Column Frames to have intermediate supporting columns with modules and spacing as specified. 2.1.4 Bearing End Frames shall consist of built-up WF sections for corner columns,intermediate columns and roof beams. ■ 2.2 Bolting 2.2.1 All primary connections to be bol led will minimum 5/8" diameter,lieat treated ASTM A325 N bolls. 3. SECONDARY STRUCTURAL FRAMING 3.1 General 3.1.1 All liglit gauge cold-formed sections shall be manufacttued by precision roll or brake ■ forming from ASTN4 A924 Grade D (55,000 psi),galvanized steel or prime coated steel. Minimum thickness shall be 17 gauge. 3.1.2 E•ave struts shall be 6",8",10" or 12"formed zee shape. Purlins shall be 6",8",10"or 12" ■ formed zee sections and shall be either simple span or lapped at connections to provide a continuous span. Girls shall be 6",8",10"or 12"zee sections and shall be lapped at connections as standard. ■ ■ I ■ 4. ROOF AND IVALL COVEI:ING (RI VA AIAO 4.1 General (R111 Sr Y%V%� 4.1.1 klaterial for steel panels and fleshings shall be a minimum 26 gauge Grade D galvanized or pre-painted galvanized conforming to ASTM Specification A924 and G90 coating class,as per ASTM A525, or Calvalume/Zincalume conforming to ASTM A792 and AZ50 coating class, pre-painted or bare. 4.1.2 Type RW panels shall have 1-1/8 deep major box ribs spaced 12 on center with intermediate stiffening ribs. Type AW panels shall be similar to RW configuration except shall be modified for inside-out or reverse installation. 4.1.3 Sealant for sidelaps and endlaps shall be 3/16 diameter butyl mastic tape. 4.1.4 Closures shall be preformed closed cell laminaled-polyethylene foam matching the panel profile. 4.1.5 Fasteners for panel to secondary framing shall be zinc plated 1112-14 x 1-1/4 self-drilling, self-tapping screws with 5/16 hex heads and neoprene washers. Fasteners for panel sidelaps shall be zinc plated 1114-14 x 7/8 self-drilling lap sheet metal screws with 5/16 hex heads and neoprene washers. 4.1.6 Flashings and trim shall be furnished at rake, eave,corners and openings to provide finished appearance and weathertightness. Minimum thickness to be 26 gauge. 4.1.7 Ridge panels shall be formed to same configuration as roof panels except for slopes�greater than 2:12. These utilize a ridge cap flashing. 4.2 General (GSS) (GIVS) Standing Seam 4.2.1 Material for plain or pre-painted Galvalume/Zincalume steel panels and fleshings shall!be minimum 24 gauge Grade D conforming to ASTM A792 and AZ50 coating class. 1 4.2.2 panels shall be 24" ~vide, with one 3" deep major rib formed between panels when interlocked. Seam is formed at lop of rib. The 24 wide panels shall have intermediate stiffening ribs. 4.2.3 Factory applied non-hardening sealant is located at each sidelap. Eave,ridge and endlap conditions shall be constnicted using extra wide 1/8 x 1-1/2 butyl sealant tape. 4.2.4 All exposed fasteners shall have long-life 20-year heads. 6- 4.3 Skylites 1 4.3.1 Skylites and wallites in "RW" configuration only shall be white woven mesh reinforced fiberglass of same configuration as roof or siding panels and shall meet commercial ` standard CS 214-62 for Type 1 general purpose resins. 4.4 Color Finish 4.4.1 Color coating of exposed roofing and siding shall be thermoset polyester melamine, applied at.8 mils nominal dry film thickness over.2 mils nominal dry film thickness of epoxy primer. 4 If Garcoo ROOF & WALL Building Systems RW PANELafi8t AW PANEL SPECIFICATIONS RW PANEL: The 26 and 24 gage panel brings optimum strength and efficiency to roofs,and has[lie following features: Full bearing under rib at side lap provides consistent weather-Ilghl Joint. • Roll formed to rigid specification on a 14 pass electronically controlled roll former. • 26 and 24 gage digit strength galvanized and Aluminum-Zinc alloy coaled steel available in several colors. o Deep trapezoidal ribs on 12' centers for maximum strength. • Two minor trapezoidal strength producing intermediate stiffeners between major ribs • Economical, clean configuration completely compatible with other types of building materials: • 36 inch net covering width in custom lengths. Ellocllvo 11ana1 Pro lorllos 11l� hi a 1 o rl•I To In Com ❑ollom In Com axr!n f'i1 ox�r., r 1'�'rllrosml:ur p p• p• 11:1•.1r` tm o IYJ) 0 1`a THK Wr Fb 1xL'FF SXEI:F IxEFF SxEFF '• ' •t �� 11 II"• I 11 11�I'ru, 1 (IN) (PSF) (KSI) (INIFT.) (IN1JFT) (INIFT.) (INIIFT) .,,y„• .,.. •'IY..�' :IY.II j . .. 00180 08540 300 0033.1 �0 03M 0032.1 00889 F �.. u+: •.r•'. 1'IY•,1 r 1!/ItMI ',. 171Y Yxl " 00232 I,1200 300 0 04t,0 0 0520 0 0.140 0 0540 _ I L: Increase bending loud v;llues 1/3 for win[] ROOF AND WALL PANELS Doscriptlon Tonal S 1)a c l n r (l n c It o s) 1dI11on of Load Gago 2.1 30 JG 42 411 54 GO GG 72 70 04 90 L d lorlulg 2li Ill:' 7 l Iti,S 110 6 59.0 •I•I J 35.3 20.4 23.3 19.4 16.4 14.0 12.1 F,Inlplo .1 2.17 7 150.1 100 11 OU.0 60.9 47.9 30.5 31.6 26.4 23.3 19.0 16.4 Span Da IIOC11011 -14i It12 7 I Iti 5 00,1i 5g U 14.9 313 22.0 16.9 12.0 9.0 7.7 G.1 2.1 2.17.1 1511 1 log•1 80.0 59.0 41.1 29.6 21.9 16.6 12.0 1910 7.9 Uondlrlg 2b 103.7 1 1/ 2 81 1 59.J 45.2 35.5 20.5 23.4 19.5 16.5 14.1 12,1 Two :'•t :UII J 1 J2.11 91 U 67.1 51.1 •10.1 32.2 26.4 22.0 10.5 15.8 13.6 Span DoflocUoil 26 ItIJ 7 I I/ 2 UI.1 59.3 452 J5.5 20.5 23.4 1'U.5 16.5 14.1 12.1 24 '011.3 1:12 U 111 it 67.1 51.1 110.1 32.2 26.4 22.0 111.5 15.0 13.6 LJootling 2ti 12J.11 14G.7 IU1.G '14.4 513.7 44.6 35.9 29.5 24.6 1 20.9 17.0 15.4 In�ulll 24 260.7 166.4 115.1 84.3 64.2 50.5 40.6 33.3 27.0 23.5 20.1 17.3 Span Doflocllon 215 229.0 146.7 101.6 74.4 56.7 44.G 35.9 29.5 24.6 19.4 15.4 12.3 24 260.7 166.4 115.1 1 04.3 64.2 56.5 1 40.6 f 3.3 27.11 23.6 20.0 10.0 AW PANEL: Garco's AW panel adds a custom appearance to the exterior walls it's designed for. Its ribbed-panel finish N provides beauty as well as protection. A Ruled 1' shoulder separated the shadow face'from the deep rib to accentuate both the face and the rib, and has the following features: • Distinctive shadow effecting profile for decorative and architectural uses. • Roll formed to rigid specifications on a 14 pass electronically controlled roll former. • 26 gage high strength Galvanized and Aluminized-Zinc alloy coaled steel available in several colors. • Economical, clean configuration completely compatible with other types of building materials. • 36 inch net covering width in custom lengths. r • Fasteners are recessed deep with-in major ribs promoling clean appearance. Effoctivo Panol Pro sortlos "I,,,ars 1•�nluusm[a.r hl•1•[1•I Top In comp. Dollom In Comp. THK Wl FillIxEFF SXEFF IxEFF SxEFF •,� 11 1 �071„ •,1 IV•YI 1 IYYU \ 111:MI (IN) (PSF) (KSI) (IN/FT.) (IN1/FT) (IN/FT.) I (IN1/FT) •j11.•IYI II+Iv1I� - 11,11,; 0,0180 0 8540 JO 0 0033.1 0 0715 0 032.1 0 0889 "'• "`r 1'.�•, 1.•.... T 1:Lnl ' .:Ir... JvlV Inuea:;e henUuul load values I/:I for wnul - ARCHITECTURAL WALL PANELS Dnsr.rl 1Uon 1'.uull I Spaclnll (Inchon) lilloo of Loa If G;u1n 24 JU 3li 12 411 54 GO GG 12 711 04 9U rrlplo IJondlnq 26 1If"L/ 1 16 5 80-6 51.0 4.1.9 35.3 20.4 23.3 19.4 1 16.4 1.1.0 12.1 Span Doflocllon 26 1112.7 116.5 110.E 59.0 44.9 1 31.7 22.8 16.9 12.0 1 9.0 7.7 G.1 Jo Bonding 26 I83.7 117.2 01.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 1'.1 an Dofloctlon 26 1113.7 117.2 01.1 59.3 45.2 35.5 2U.5 23.4 19.5 16.5 14.1 12.1 06111 Bondln0 26 229.0 146.7 101.E 74.4 56.7 44.6 35.9 29.5 24.G 20.9 17.1J 15.4 Span Doflocllon 26 229.0 14G.7 tU1.G 74.4 56.7 44.6 35.0 29.5 1 24.0 1 19.4 15.4 1 12.3 MAILING ADDRESS:BOX 19248 SPOKANE WA 99219•PLANT ADDRESS GARFIELD d MCFARLANE ROADS•PIIR(509)244 5611 FAXA(509)244.2850 w I i 1 1 __ ✓i It " o n r� n � j{ o ,n LEA l > _ 1 < a I u n io in .ii If) s- i1 ;� ry r, ry UI ry t) o w - "J „ An, 00 0 o ,n o nM J 2 .n ,n .n to 0 O N :•, O ,P In _ OI r— U) W w cc o rc C.l " O O O C, 0 0 c? M O q O a 7'' II AN In ,n v 1 — — --- — u?AN, -- o h n� ac t� ,n O O t• n M W r oao .7 ILA IU N O Q 3 " o 0 0 0 r- o c F iv r i a 4 , O J ———— J O 1` rry .( ■ - o a o F n v` rn �7 2 o in c) o n, O J (7 N M E U) ..1 p N ALL o n r O r7 O n O i•,� M M M O 1 � s ti r! M r, N O a, C7 �C M rl M O j W < < ,, O O O Y tU n O M N N n - � N W J N ~ O J A In r!i °mil W N w iL N in N O rn '. cl Q e � , O 1- ! 1' W � K - -- L) N, � I- ltl x U 1 c _i n u �. C'A o n < n o sl W f[ C) u, ID W K O F n u 9 0- � v v N a lo- X N Z v v v o �' 2 z �r v v o > 9 W U) a w Irk: In W k U W w _ _— W i (/3 r N 1 Q lQL N lL O O .,1 O 1n X r. , Framing Members (C's & Z's) Engineering Properties 10A All UCT10KS Fr 66 KA,!A E.".We XM.1 I ZEE SECTION PROPERTIES fi w Y Y T W R Aran Wt. IxEFF.jSxEFF. ly H Sect. (in.) 0n.) On.) (In.) (Lb./Ft) Or (in.) On.') On.) I In - T 6216 0.066 2.6 0.3125 0.817 2.78 4.616 1.424 1.67 0 N - x It x--x 0216 0.066 2.6 0.3126 0.038 3.19 0.1173 2.110 1.67 8 n BZ14 0.076 2.6 0.3125 1.097 3.73 10.471 2.681 1.05 8 BZ12 1 0.109 2.6 0.3126 1.567 5.33 14.199 3.650 2,13 8 Y Y 1OZ14 0.076 2.6 0.3125 1.249 4.2I 7.799 3.513 1.05 162.6 0.3125 1.706 6.04.197 4.830 2.13 1012ZI2 0.108 3.5 0.3125 2.168 7.33.548 6,608 5.62 12 I allowable Loads n+ KR v.cu roan I Max. Bending Deflection at Max. Bending Load Condition Span Load (Lb./Ft.) (fie a ratio of the Span L) 6216 BZ16 BZ14 SZ12 10714 1OZ12 12Z12 6Z16 OZ16 8Z14 OZ12 1OZ14 1OZ12 12Z12 II NO' ? 1B1.0 221.4 304.5 301.3 415.0 55B.0 L/142 L/IDD V182 L/179 L/227 L/224 L/300 115.8 141.7 194.9 192.D 265.E357.1 L/114 L/151 U145 V143 L/182 L/179 L/240 B0.4 99.4 135.3 133.9 1D4.4 24B.0 L/95 L/126 L/121 L/119 L/151 L/149 L/200 Simple 74.1 90.7 124.7 123.4 170.0 220.G L/91 L/121 L/116 U115 L/145 L/143 L/192 Span 59.1 72.3 99.4 90.4 135.5 1D2.2 L/B1 U100 L/104 L/102 L/130 L/129 L/171 51.5 63.0 06.61 B5.71 118.1 1519.7 1 L/76 1 L/100 L/97 L/95 L/121 L/11 1-/160 16' 1.254.8 13,311.7 1 437.E 1644.21 509.7 1832.0 11026.3 L/213 L/311 L/287 1-/265 L/425 U354 L/514 20' 1 15B.8 219.2 1286.7 396.1 1346.9 539.8 1 682.2 1 L/167 L/23D L/215 L/211 L/299 L/261 L/372 ; 24' 1 105.11 145.7 107.3 264.1 251.7 369.9 4811.5 U137 L/192 L/176 L/173 L/227 L/214 L/2116 ® 1 +I }I (I25' 96.D 132,1 169,0 241.1 234.0 336.9 452.5 U131 L/185 U171 L/166 U214 L/206 U276 28' 7 .7 100.1 127.7 183.1 180.2 261.9 353.5 L/119 U768 U157 L/149 V787 L/1113 L/244 30' 61.2 85.13 108.0 153.5 159.0 226.9 303.5 U115 L/159 U149 U142 U75 L/169 U227 32' 136.1 196.9 263.5 L/167 U156 V212 Multiple 34' 117.7 171.9 227.4 U159 U149 L/201 Span 102.B 1151.9 197.4 L/151 V140 L/193 38' 173.0 L/185 40' 11 5 2,8 V178 Sl.ndud Pulin Lp M. w Idlor..; PURUN SIZE FIRST INTERIOR FRAME ALL OTHERS INTERIOR FRANCS e'l 91 5.4• 3.4. 10'L 12' 7'4- 4'e' r-TES: ' All values are total loads, including The Multiple Span portion of.tho'..,able dead, live, and self weight. assumes three or moro bays and a ' Loads may be increased by a factor of: setback of the end frame decreasing 1.007 for a 1:12 Roof Slope the nominal bay length for the end bay 1.028 for a 2:12 Roof Slope by one foot. 1.1 1 1 for a 4:12 Roof Slope r o has made ovary effort to usa accurate product descriptions and spocificationt at the time of thls printing. However, bscauere ntinuing product improvement and code changes, all opocifications and descriptions are subject to change without prior notice.' i r' R.vI-d 10/01/92 { Y.J I 1 IVI V i'I UJIIUIII Vy Jll:111J 11 ILIV I • : INFORMATION Garco Job Number : 210o4 T Customer Name : Com-Steel Job Name : Backstrom/Six Bay " 13UILDING INFORMATION Width : 60.00 Ft Roof Type I Length : 160.00 Ft Q• Gable Eave Height : 18.50 Ft Roof Slope : 2 :12 Q Single Slope { 1 Enclosure Class 1- 1 •Q Un/Enclosed Number of Bays : 6 Each Q Partially Enclosed SIDEWALL I� INFORMATION Bay 1 = 26.67 Ft Bay 6 = 26.67 Ft SW Bracing Type 1 Bay 2= 26.67 Ft 0 IIX"Bracing 1 Bay 3= 26 67 Ft Q Portal Frame Bay 4= 26.67 Ft Q Compression I Bay 5= 26 67 Ft I Sum of Bays= 160.00 Ft LEFT ENDFRAME INFORMATION Number of Interior Columns : 2 Qi 1/2 Q Full Load CSP 1 CSP 2 CSP 3 `t 20.00 Ft 20.00 Ft 20.00 Ft Q P&B O RF 1 The Sum of the column spaces = 60.00 Ft 0RIGHT ENDFRAME INFORMATION r Number of Interior Columns : 2 0 1/2 Q Full Load CSP 1 CSP 2 CSP 3 20.00 Ft 20.00 Ft 20.00 Ft P$B Q RF The Sum of the column spaces = 60.00 Ft LOADING • - • Importance Factors I ROOF DEAD LOAD : 2.5 psf Isn=1.00 Isz=1.00 Iw=1.00 COLLATERAL LOAD : 3.4 psf i ROOF LIVE LOAD : 20 psf Snow Occupancy Category(Table A-16-B) I � ROOF SNOW LOAD : 25 psf Q 1. Essential Facility WIND SPEED : 80 mph Q 2. Special >300 person(in one room) Exposure,Ce Q 3.Agricultural Buildings Q B Q C Q D Q• 4.All Others l -Seismic Zone Occupancy Category(Table 16-K) 01 Z 0.075 Q 1. Essential Facility = Q 2A Z=0.20 Q 2• Hazardous Facility Q 2B Z=0.20 Q 3. Special Occupancy Structure Q• 3 Z= 0.30 4. Standard Occupancy Structure 04 Z=0.40 I , c ,1 GEO -ST SERVICES, INC. Engineers, Geologists PhdABO Specia Inspectors 741 Marine Drive- Bellingham, WA 98225-Phone 360.733.7318- Fax 360.733.7418-e.mail info@geotest-inc.com Mount Vernon office-Phone 360.848.7794 or 1.888.251.5276 CONCRETE STRENGTH TEST REPORT PROJECT: - Backstrom JOB#: T2258 ADDRESS: - REPORT#: C1 CLIENT: Com-Steel DATE MOLDED: 8-12-02 CONTRACTOR: Client C E f V E D DATE RECEIVED: 8-16-02 SUPPLIER: Concrete Nor'West R� PAGE: 1 of 1 PERMIT M LOCATION OF POUR: Slab on grade AUG 2 7 2002 SAMPLE LOCATION: Field Data: RLINGTON MIX# - MIX PROPORTIONS 1 cubic yard): Truck/Ticket# SlLfrnp - in. Water 250 lbs. Strength Required,,-----psi 28 days Air Content -% Cement 470 lbs. Quantity Represented -cy Unit Weight -pcf Fly Ash 50 lbs. Air Temperature 70 OF Coarse Agg. 1920 lbs. Mix Temperature - OF Water Added Fine Agg. 1340 lbs. Time Batched on Job -gals. NR-WRA -oz./cwt Time Sampled Water HR-WRA 24 oz./cwt Requested By - Air Entr. -oz./cwt Otheffiber 1 oz./Cy. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 1978 7 8-19 90,460 6"Slump 2 1979 7 8-19 90,385 1113200755%."Slump 3 1980 28 9-9 - 4 1981 28 9-9 5 %Slump Reinforcement Inspection: N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31,C39 Attachments: Inspector: - Comments: Cylinders cast by client. Copies: Client Submitted Grant Richardson Technical Director xw-w.*W T..Ung°C-st..T226&B. .h-c—ewgcoiThis report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested.Copyright©1993 GTS STRUCTURAL STEEL PROJECT: Backstrom Commercial Building JOB#: T2258 INSPECTION REPORT ADDRESS: 19705 60th Ave,Arlington REPORT#: W1 GEOTEST SERVICES, INC. CLIENT: Com-Steel AIC] SIdij'jII+I I DATE: 7-30-02 741 Marine Drive Bellingham,WA CONTRACTOR: Client ZOOZ 6 1 91n1w) PAGE: 1 of 1 phone: (360) 18 fax (360)733 WEATHE ':' Partly Sunli ,I �,} }�I PERMIT#: Bldg A. 3-741 741 S 02-4825. Bldg B.02-4891 INSPECTOR: DW _Type of Inspection: High Strength B Ited connections Items Inspected Location Reference Comments Drawing Main frame connection Building A, 1 to 7 line and A to D Garco Erection Drawing #CS2 and CS5 Main frame connections Building B, 1 to 7 and A to D Garco The above items were conforming nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cent No. E Inspection Code Code Certification L AWS D1.1 ❑ AWS ❑ WABO ❑ D AWS D1.3 ❑ AISC ❑ AWS-SMAW ❑ 1 AWS D1.4 ❑ AWS-FCAW ❑ N UBC _ G AISC CAProcedures ❑ B Size Type Torque Method Comments O 3/4", 5/8" ASTM A307 ❑ Turn-of-Nut 1/3 turn past snug verified with L ASTM A325 Cal. Torque Wrench ❑ Calibrated torque wrench at T I ASTM A490 ❑ Load Indicating ❑ 350 ft/lbs for N AISC ❑ 260 ft/lbs for 5/8" G UBC ❑ Comments: The above mentioned high strength bolted connection were tightened and inspected in accordance with the AISC 9th Edition and the approved plans and specifications. Copies: Client Submitted by: a:1041,,)"U T"d,glru,4wM.T22 43wk,t m C�,ewowoiThls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CapKlpht O I MGwT-Sw%i—,IM GEC SaT SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360,733.7418•e.mail info@geotest-inc.com Mount Vernon office a Phone 360.848.7794 or 1.888.251.5276 GROUT STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M28 CLIENT: Arlington School District DATE MOLDED: 7.10-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7.12-02 SUPPLIER: Smokey Point Concrete PAGE: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building 'A'-A4 line at 20'to 24' lift. A3 line at 20'to 24' A6 line at 36'to 40' -top of wall- All walls between grids AA and AB line. Field Data: MIX# 6 sack 30/70 Pea/Sand w/WRA MIX PROPORTIONS: Truck/Ticket# 65/121546 Slump 9.5 in. Water 293 lbs. Strength Required 2000 @ 7 days Air Content -% Cement 562 lbs. Quantity Represented 23 cy. Unit Weight -pcf Fly Ash -lbs. Air Temperature 72 of Coarse Agg. 961 lbs. Mix Temperature 77 of Water Added Fine Agg. 2210 lbs. Time Batched 7:55 AM on Job 15 gals. WRA 3.0 oz./cwt Time Sampled 8:30 AM Water Air Entr. -oz./cwt Requested By Contractor Other:w/c - Lab Data: SPECIMEN LAB BEST AGE DATE TOTAL LOAD 11139807 REMARKS # # (DAYS) TESTED (LBS.) 1 1395 7 7-17 42,280 2 1396 28 8-7 58,490 3 1397 28 8-7 61,470 3950 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 4"x 4"x 8"prism Conforms: Yes N/T: Not Tested Test Reference: UBC Std.21-18/ASTM C1019 Attachments: F- No Inspector: DW Comments: All walls were grouted solid. A6 line was topped off today and girder seat installed per detail#14 on S4.51 and continuous plate for decking at top of wall per detail#3 on S4.50. Sound block on A3 and A4 joint reinforcing and#5 at first course above and below sound block per detail 1A on 3.50. Grout placed via line pump and internally vibrated. Copies: Client Absher Construction Arlington Building Department Submitted By: Grant Richardson Technical Director M28g,wLWp This report shall not be reproduced except in full,without the written approval of Geo\Test Services,Inc. The above test results relate only to the sample(or location)tested. GEO a SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office• Phone 360.848.7794 or 1.888.251.5276 MORTAR STRENGTH TEST REPORT PROJECT: Arlington High School JOB M T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M29 CLIENT: Arlington School District DATE MOLDED: 7-10-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7-12-02 SUPPLIER: Mutual Materials PAGE: 1 of 1 PERMIT M 02-4793 PLACEMENT LOCATION: 8"CMU walls at Building 'A'-AA line and Al at 12'6" lift A3 and A$line sound block at 20'to 24' lift. Field Data: MORTAR TYPE: S MIX PROPORTIONS: 1 cubic yard Strength Required 1800 psi @ 28 days Water To Consistency Time Sampled 9:00 AM Cement Pre-measured Air Temperature 70 OF Lime -lbs. Mortar Temperature 69 OF Sand -lbs. Other Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 1398 7 7-17 4,895 1560 2 1399 28 8-7 7,490 2390 3 1400 28 8-7 7,510 2390 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 2"x 4"Cylinder Conforms: Yes N/T: Not Tested Test Reference: UBC Std.21-16,ASTM C780 Attachments: No Inspector: DW Comments: Joint reinforcing steel for sound block is in place per detail#1A on S3.50 at 8"on center. Reinforcing steel positioners per general notes and details on S3.50. Sample taken from mortar tub. Copies: Client Absher Construction Arlington Building Department Submitted By yei� Grant Richardson Technical Director �vmm.kw-p"*W T"awwkv, so-rzaisrmkvm Hsnza ,KvpThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS August 28,2001 rcrve VyI-e A s' Lto�i Cfi v�.;�-\ j w�rc�.ram vwe✓`�S Nis.Yvonne Page a ) ! City of Arlington 238 North Olympic Ave. wx-ews Arlington,WA 98223 RE:Request to utilize Right-of-Way for landscape 9_;2_1 Ci I Project File No. MN-01-034 Dear Ms. Page: This letter is to request permission to use public right-of--way as part of the 10' required landscaping for frontage improvements on Lot 12 of Airport 37 plat. We propose to construct 5'-0" of sidewalk directly against the existing 6" curb &gutter, and landscape adjoining the sidewalk. The 10' of frontage landscaping would include 4'-6" within the city right-of-way,and 5'-6" on private property. Please call me if you should have any questions or would like to discuss this further. Sincerely, Don Backstrom 2 ko l -03. 0 19705 60th Ave NE, Arlington, Washington 98223 -Phone: (360) 403-4866 - Fax: (360) 403-3097 •email: backstrm@whidbey.net GEOIS- T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive- Bellingham, WA 98225-Phone 360.733.7318- Fax 360.733.7418.e.mail info@geotest-inc.com Mount Vernon office-Phone 360.848.7794 or 1.888.251.5276 NON-SHRINK GROUT STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M30 CLIENT: Arlington School District DATE MOLDED: 7-10-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7.12-02 SUPPLIER: Smokey Point Concrete PAGE: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building D and E and F Tube Steel Column base plates Grade D1, E1 and F1. Field Data: MIX# Master Flow 355 MIX PROPORTIONS: Truck/Ticket# - Slump Flowable Water lbs. Strength Required 7000 @ 28 days Air Content -% Cement -lbs. Quantity Represented 1 CF. Unit Weight -pcf Fly Ash -lbs. Air Temperature 68 OF Coarse Agg. -lbs. Mix Temperature 69 OF Water Added Fine Agg. -lbs. Time Batched 12:25 PM on Job -gals. W RA -oz./cwt Time Sampled 12:31 PM Water Air Entr. -oz./cwt Requested By - Other:w/c - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD REMARKS # # (DAYS) TESTED (LBS.) 1 1392 7 7-17 26,880 6620 2 1393 28 8-7 29,665 7380 3 1394 28 8-7 31,195 7760 Reinforcement Inspection: No N/A: Not Applicable Specimen Size: 2"x 2"x 2"Cube Conforms: N/A N/T: Not Tested Test Reference: UBC Std.21-18/ASTM C1019 Attachments: No Inspector: DW Comments: Non-shrink base plate grout was mixed and placed per manufacturers specifications. The grout is master flow 555 non-shrink, semi-fluid, natural aggregate grout. Copies: Client Absher Construction Arlington Building Department Submitted By-L4W�_Z_ Grant Richardson Technical Director M3 grro Mp This report shall not be reproduced except in full,without the written approval of Geo\Test Services,Inc. The above test results relate only to the sample(or location)tested. 1 I GEO SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 COMPOSITE MASONRY PRISM STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M35 CLIENT: Arlington School District DATE MOLDED: 7-24-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7-27-02 PAGE#: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building 'A' AC line at A5 to A3.5 8'6"to 12'6"top of wall. Building 'D'4'to 8' lift on 8" CMU shear walls Prism Data Grout Data Prism Type Grouted Mix# 6 sack 30/70 Pea/Sand w/ Air Temperature 75°F W RA Strength Required 1500 psi a 28 days Supplier Smokey Point Concrete Mix Temperature 79°F CMU Type N- 1 Truck/Ticket# 64/122120 Time Batched 1:13 PM Mortar Type Type S Quantity 14 cy Time Sampled 1:50 PM SILIMP 9.75 in. Water Added 30 gals. Lab Data: SPECIMEN LAB 'rESTAGE DATE TOTALLOAD NET • REMARKS # # (DAYS) TESTED (LBS.) CROSS-SECTIONAL AREA,IN 1 1557 7 7-31 121,025 56.32 1850 2 1558 28 8-21 3 1559 28 8-21 Reinforcement Inspection: MNo N/A: Not Applicable Test Reference: UBC Std.21-17 Conforms: N/T: Not Tested Inspector: DW Attachments: Height Correction: 0.86 Comments: Reinforcing was found to conform with details on S3.50 and top of wall continuous plate per S4.50. All walls grouted solid via line pump and internally vibrated for consolidation. Copies: Client Arlington Building Department Absher Construction Submitted By: 6 Grant Richardson Technical Director x^A-P,.Iwi,Tmb,gWli,glm SD.TBHSA,Ihplm HSM]sp,i,.This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright©1993 GTS MASONRY PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Rigde Blvd.,Arlington REPORT M M36 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 7-22 &7-23-02 741 Marine Drive Bellingham,WA CONTRACTOR: Absher Construction PAGE: 1 of 1 Be phone: (360)733-7318 PERMIT#: 02-4793 INSPECTOR: DW fax (360)733-7418 Periodic Inspection Continuous Inspection ❑ Date Item Inspected Location Elevation Comments 7/22 8" CMU walls Building 'A'AC line at interior walls 8'6" to 12'6" 7/22 8" CMU walls Building 'D' interior shear walls at D1 to 0'6" to 4'6" Type 8C D2 and DA to DD 7/23 12" CMU walls Building 'D' D1 at DA to DD line 4' to 8' 7/23 8" CMU walls Building 'D' DD line at D1 to D2 4' to 8' Reference Drawings: S3.50 Items Inspected Comments Material Conditions ,» Grout Space ❑ Acceptable Weather Conditions Walls have been covered at end of day Weather Protection Walls have been covered at end of day Mechanical Positioners �$ Vertical positioners per specifications Mechanical Consolidation tP Internal vibration at placement Reinforcement Or Wall reinforcing steel is in place per details on S3.50. Grout Information ❑ Grouting Procedures 6 sack 30/70 pea/sand mix Smokey Point Concrete Test Specimens No samples taken today. The above items were conforming A nonconforming ❑ Comments: All the above walls were grouted solid. Reinforcing steel was found to conform with applicable details. *GeoTest will not be held responsible for layout of embeds and/or structure dimension nd locations Copies: Dist. Submitted by: cr x:mr..I..W T«M.g Wl.yb.BD73U17.Mlnyl..HSMxariy This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CWWIghl 0 1N3 G..TW WAM ,Im i G _A, EO T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 COMPOSITE MASONRY PRISM STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M37 CLIENT: Arlington School District DATE MOLDED: 7-25-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7-27-02 PAGE#: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building 'A'8" CMU walls at AB to AC and Al to A2 interior at locker rooms 4'to 8' lift and 8'to 12' lift for mechanical mezzanine Prism Data Grout Data Prism Type Grouted Mix# 6 sack 30/70 Pea/Sand w/ Air Temperature 80 of W RA Strength Required 1500 psi @ 28 days Supplier Smokey Point Concrete Mix Temperature 82 of CMU Type N- 1 Truck/Ticket# 8075/122166 Time Batched 12:50 PM Mortar Type Type S Quantity 10 cy Time Sampled 1:20 PM Slump 9.5 in. Water Added 15 gals. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD NET Reis YREMARKS # # (DAYS) TESTED (LBS.) CROSS-SECTIONAL AREA,IN 1 1560 7 8-1 137,030 57.00 2070 2 1561 28 8-22 3 1562 28 8-22 Reinforcement Inspection: Yes N/A: Not Applicable Test Reference: UBC Std.21-17 Conforms: Yes N/T: Not Tested Inspector: DW Attachments: No Height Correction: 0.86 Comments: Reinforcing was found to conform per details on S3.50. All walls grouted solid. Grout placed via line pump and internally vibrated. Copies: Client Arlington Building Department Absher Construction Submitted By:. Grant Richardson Technical Director x:1U.Prated,TwllnpVdi,gl SUT2075-AilkVl HSM07PH..This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS i GEO .; SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.maiL info@geotest-inc.com Mount Vernon office• Phone 360.848.7794 or 1.888.251.5276 GROUT STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M38 CLIENT: Arlington School District DATE MOLDED: 7.29-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 7-31-02 SUPPLIER: Smokey Point Concrete PAGE: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building 'D' at D1 line and DA to DD line, DA line at D1 to D2 4'to 8' lift Building 'A' locker room walls 8"and 6" CMU at 0'to 4' lift Field Data: MIX# 6 sack 30/70 ea/sand w/WRA MIX PROPORTIONS: Truck/Ticket# 68/122269 Slump 9.5 in. Water 285 lbs. Strength Required 2000 @ 7 days Air Content -% Cement 567 lbs. Quantity Represented 16 cy. Unit Weight -pcf Fly Ash -lbs. Air Temperature 62 of Coarse Agg. 952 lbs. Mix Temperature 69 OF Water Added Fine Agg. 2208 lbs. Time Batched 10:00 AM on Job 10 gals. WRA 3.0 oz./cwt Time Sampled 10:27 AM Water Air Entr. -oz./cwt Requested By All Masonry Other:w/c - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD WeleRi REMARKS # # (DAYS) TESTED (LBS.) 1 1634 7 8-5 34,400 2510 2 1635 28 8-26 3 1636 28 8-26 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 4"x 4"x 8"Prism Conforms: Yes N/T: Not Tested Test Reference: UBC Std.21-18/ASTM C39 Attachments: No Inspector: DW Comments: Reinforcing steel was found to conform to details on S3.50. All walls grouted solid by line pump and internally vibrated. Copies: Client Absher Construction Arlington Building Department Submitted By: Grant Richardson Technical Director This report shall not be reproduced except in full,without the written approval of Geo\Test Services,Inc. The above test results relate only to the sample(or location)tested. i GED `)T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225• Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 COMPOSITE MASONRY PRISM STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: M39 CLIENT: Arlington School District DATE MOLDED: 8-1-02 CONTRACTOR: Absher/All Masonry DATE RECEIVED: 8-5-02 PAGE#: 1 of 1 PERMIT#: 02-4793 PLACEMENT LOCATION: Building 'D' at 8'6"to 12'6" lift from finish floor on DA line at D1 to D2,D2 and DA to DD line,D1 at DA to DD line, Building 'A'locker rooms 8"and 6"walls 8'to 10'6"top of wall. Prism Data Grout Data Prism Type Grouted Mix# 6 sack 30/70 Pea/Sand w/ Air Temperature 65 of W RA Strength Required 1500 psi @ 28 days Supplier Smokey Point Concrete Mix Temperature 69°F CMU Type N- 1 Truck/Ticket# 8075/122377 Time Batched 9:50 AM Mortar Type Type S Quantity 27 cy Time Sampled 10:20 AM Slump 9.0 in. Water Added 10 gais. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD NET REMARKS # # (DAYS) TESTED (LBS.) CROSS-SECTIONAL AREA,IN • 1 1714 7 8-8 138,930 58.14 2060 2 1715 28 8-29 3 1716 28 8-29 Reinforcement Inspection: Yes N/A: Not Applicable Test Reference: UBC Std.21-17 Conforms: Yes NTT: Not Tested Inspector: DW Attachments: No Height Correction: Comments: Building 'D' DA line second floor beam weld plates were set per#16/S2.50 D2 line beam embeds per #16/S4050. The L1 lintels were constructed over window mullions per#7/S3.50. Embed plates for Building 'B'to Building 'D' and anchor bolts and slab dowels per#3/S2.50 and#14/S2.50. All walls grouted solid by line pump and internally vibrated. Copies: Client Arlington Building Department Absher Construction Submitted By Grant Richardson Technical Director xe-Pid, v T«UNNAdingm SPT2075-AIUNW HSMMPH.m This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS i STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT#: W8 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 7-19-02 741 Marine Drive Bellingham,WA CONTRACTOR:Absher Const./United Iron Works PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: Sunny 750 PERMIT#: 02-4793 fax (360)733-7418 Type of Inspection: Visual weld Items Inspected Location Reference Comments Drawing Light gauge metal deck Building `A' at A4 to A6 and AA to S2.50 Power West Deck AB Drawing Weld head shear studs Building `A' at A4 to A6 and AA to S2.20/S2.50 See Below AB The above items were conforming nonconformin ❑ W Reference Fabrication Welders Comments -Welders Name/Cert No. E _Inspection Code Code Certification__ L AWS D1.1 AWS ❑ WABO David L. Chase#CHA518585 Exp 01OCT02 D AWS D1.3 L AISC ❑ AWS-SMAW Eric Barton #BAR458751 Exp 01JUL03 I AWS D1.4 AWS-FCAW ❑ Melbourne Williams#WIL767164 Exp 01JAN03 N UBC Richard J King#KIN983973 Exp 01 OCT02 G AISC Procedures ❑ Teeny Zimmerman#ZIM509100 Exp 01JAN03 B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ _ T ASTM A490 ❑ Load Indicating ❑ I AISC ❑ N G UBC ❑ Comments: The above light gauge decking was puddle welded and button punched in accordance with the approved plans and specifications. The welded shear studs were done by automatically timed machine process and tested per AWS D1.1. The quantity and spacing was done per S2.20 and Detail#10 on S2.50. Copies: Client Allied Construction Arlington Building Department Submitted Grant Richardson Technical Director ■:mr,.l.n.TwVM IMp 50.47071Mingm Nswoe This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CopKlehl0 1993 GwTr l S-N ,Inc i STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT +ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT#: W9 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 7-29 thru 741 Marine Drive 7-30-02 Bellingham,WA phone: (360)733-7318 CONTRACTOR:Absher Const./D&R Services PAGE: 1 of 1 fax (360)733-7418 WEATHER: PartlySunny 670 PERMIT#: 02-4793 Type of Inspection: Visual weld Items Inspected Location Reference Comments Drawing Roof Joist at 12" CMU wall embed Building `A' at AA line and Al to A6 #4/S4.51 See Exceptions Below Roof Joist at 12" CMU wall embed Building 'A' at AB line and Al to A6 #4/S4.51 See Exceptions Below Roof Joist at ridge girder Building 'A' at A2 to A6 line at ridge #7/S4.51 See Exceptions Below The above items were conforming nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cent No. E Inspection Code Code Certification L AWS D1.1 0 AWS ❑ WABO Previously verified to be acceptable D AWS DU ❑ AISC ❑ AWS-SMAW I AWS D1.4 ❑ AWS-FCAW ❑ N UBCI G AISC ❑ Procedures ❑ B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T ASTM A490 ❑ Load Indicating, ❑ I N AISC ❑ G UBC ❑ Comments: Exceptions at roof joist-AA line joist are not installed at A2.3 line to A2.5 line and at ridge. Joist at A2 and AA and AB were 6"z 6"x 3/8 tube steel outrigger do not fit onto weld plate. The bridging and bracing for roof joist are in process at this time. Roof joist that were off embed by 4" or less received weld per detail on RFI#273 roof joist only done on A8 line was fixed by RFI#273 plate welded and 5/8 all thread epoxy drilled into wall. Copies: Client Allied Construction Arlington Building Department Submitted By: Grant Richardson Technical Director X,107,.i.•I.T..tlngW 1nymn SD-T3013,Mlnb eSWOY This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. Capy.lphl 4 IM GoTMI S-1,",Im. i i I STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT#: W10 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 7-31, 8-1 741 Marine Drive &8-2-02 Bellingham,WA phone: (360)733-7318 CONTRACTOR:Absher Const./D&R Services PAGE: 1 of 1 fax (360)733-7418 WEATHER: Partly Sunny 680 PERMIT#: 02-4793 Type of Inspection: Visual weld Items Inspected Location Reference Comments Drawing Low roof joist welds Building 'A' at AB line at A2 to A3.5 #9/S4.51 See Below L'ow roof joist welds Building 'A' at AB line at A3.8 to A5 #9/S4.51 See Below Low roof joist welds Building 'A' at AC line at A2 to A3.5 #5/S4.51 See Below Low roof joist welds Building 'A'at AC line at A3.8 to A.5 #4/S4.51 See Below Mechanical mezzanine beam welds Building 'A' at Al to-A2 and AA.6 #14/S2.50 #13/S2.50 to AB line The above items were conforming nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cert No. E Inspection Code Code Certification _ L AWS D1.1 AWS ❑ WABO Previously verified to be acceptable D AWS D1.3 ❑ AISC ❑ AWS-SMAW I AWS D1.4 ❑ AWS-FCAW ❑ N UBC G AISC ❑ Procedures E7024 Smaw B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T _ASTM A490 ❑ Load Indicating ❑ I _ __ N AISC ❑ G UBC ❑ Comments: The roof joist at AB to AC line at Al to A2,A3.5 to A3.8 and A5 to A6 line are not installed at this time. The wide flange beams at AB to AC and A3.5 to A3.6 line are in process at this time. The tube steel roof outriggers welds are also in process at this time. The above welds were visually found to conform. Roof joist that were off embed by 4" or less received fix per RFI#273. Copies: Client Allied Construction Arlington Building Department � Submitted Grant Richardson Technical Director x:10-0,,J ae TuN,gWll.Y 61)42017AMMh eeW10 This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. C.pW1014IM G-Twl3-dos.,I- i i STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT M W11 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 8-2-02 741 Marine Drive Bellingham,WA CONTRACTOR:Absher Const./D&R Services PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: Partly Cloudy 601 PERMIT#: 02-4793 fax (360)733-7418 Type of Inspection: Visual weld (Reinspections for corrections) Items Inspected Location Reference Comments Drawing Collector beam at embed A2 and AB line S4.20 RFI#259/SK5013 Added plats and angle AA line at A5 to A6 at mechanical PCSA SK#2 opening The above items were conformingy nonconforming ❑ Reference Fabrication Welders Comments -Welders Name/Cert No. W Inspection Code Code Certification E AWS D1.1 AWS ❑ WABO R Previously verified to be acceptable LD AWS D1.3 ❑ AISC ❑ AWS-SMAW Ar I AWS D1.4 ❑ AWS-FCAW ❑ N UBC G AISC ❑ Procedures ❑ g Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T ASTM A490 ❑ Load Indicating ❑ 1 AISC ❑ N G UBC ❑ Comments: The above corrections have been completed in accordance with PCSA Engineering Details. Copies: Client Allied Construction Arlington Building Department Submitted 13y:_Z1 Grant Richardson Technical Director x:wr..l.«.T..e.gWln 30-TMISM.9m HSW» This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. C.pKIpAl 0103 G-Twl Sr ,Inc i r, i STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT#: W12 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 8-5-02 741 Marine Drive Bellingham,WA CONTRACTOR:Absher Const./DER Services PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: PERMIT#: 02-4793 fax (360)733-7418 Type of Inspection: Visual weld Items Inspected Location Reference Comments Drawing Mark#122A at 121 B wide flange Bldg. 'D' at D1 and DD line 2nd #2/S2.54 Complete weld floor penetration joint Light gauge floor decking Bldg. 'A'AA.6 to AB and Al to A1.8 #1/S2.50 Powers west deck line drawing Roof joist to CMU wall Bldg. 'A' at AA line and Al to A2 #4/S4.51 Single pass fillets line Roof joist to CMU wall Bldg. 'A' at AC line and Al to A2 #4/S4.51 Single pass fillets line The above items were conformingly nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cert No. E Inspection Code Code Certification L AWS DI A AWS ❑ WABO A. Previously verified to be acceptable D AWS D1.3 AISC ❑ AWS-SMAW I AWS D1.4 ❑ AWS-FCAW ❑ N UBC G AISC VIC30 Procedures B-U4A pre-qualified (process FCAW) AWS A5.20 Filler metal B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T _ ASTM A490 ❑ Load Indicating ❑ I AISC ❑ N G UBC ❑ Comments: The above single pass fillets welds for roof joist were visually found to conform. The complete penetration single bevel groove weld for wide flange beams in Building 'D'was verified at fit-up to be acceptable to the pre-qualified joint procedure submitted by D&R Services. Ultra sonic examination is scheduled for 8-6-02 for the above full pen joint. See report on 8-6-02 for results. The mezzanine decking in Building 'A'was inspected for puddle weld and seam button punching. All was found to conform. Copies: Client Allied Construction ? Arlington Building Department / Submitted By: t Grant Richardson Technical Director XM41r.i—TmUnWilnp 604"13a1r9np Havel: This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CeVKNAIO IM GwTwt 8w ,Inc i i ., �� STRUCTURAL STEEL PROJECT: Arlington High School JOB#: T2015 INSPECTION REPORT ADDRESS: 18821 Crown Ridge Blvd.,Arlington REPORT M W13 GEOTEST SERVICES, INC. CLIENT: Arlington School District DATE: 8-6& 741 Marine Drive 8-7-02 Bellingham,WA phone: (360)733-7318 CONTRACTOR:Absher Const./D&R Services PAGE: 1 of 1 fax (360)733-7418 WEATHER: PERMIT#: 02-4793 Type of Inspection: Visual weld Items Inspected Location Reference Comments Drawing Welded shear studs Building 'A' mezzanine deck-AA to S2.20 #10/S2.50 AB and Al to A2 Tube steel outrigger at CMU wall Building 'A' at Al line and AA to AC #10/S4.50 Single pas fillet line weld Tube steel outrigger at wide flange Building 'A' at Al line and AA to AC #9/S4.50 Single pass fillet beam line weld Mark#122A at 121 B wide flange Building 'D' second floor at DD and #5/S2.54 UT-NDE per spec. beam D1 line The above items were conforming nonconforming ❑ Reference Fabrication Welders Comments -Welders Name/Cert No. EInspection Code Code Certification L AWS D1.1 AWS ❑ WABO 33 Previously verified to be acceptable D AWS D1.3 ❑ AISC ❑ AWS-SMAW ❑ I AWS D1.4 ❑ AWS-FCAW N UBC G AISC ❑ Procedures ❑ B Size_ _ _ Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T ASTM A490 ❑ Load Indicating ❑ I N AISC ❑ _ G UBC ❑ Comments: The above welds were visually found to conform to the approved criteria. The continuous L 3"x 3"x'/4"for eve overhang is in process at this time. Ultra sonic examination of wide flange beam at Building 'D'was performed and found to be acceptable to the requirements of AWS D1.1. See UT report this date 8-6-02. Copies: Client Allied Construction Arlington Building Department / Submitted By: a-.r � Grant Richardson Technical Director C:N7relwb TMIkvWSnpbn 30.TZOIS-MkN bn HSWIS This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CcpKIpM 0 IBM G-T«I SfW—,Inc iJ I i GED ,".3T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 CONCRETE STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: C39 CLIENT: Arlington School District DATE MOLDED: 7-12-02 CONTRACTOR: Absher Construction DATE RECEIVED: 7-13-02 SUPPLIER: Glacier NW PAGE: 1 of 1 PERMIT#: 02-4793 LOCATION OF POUR: Building B footing and Grade beams at BA to BB and B2 to B3 line. SAMPLE LOCATION: 1st truck 10 cubic yard load placed at footing at BB and B2 line Field Data: MIX# 509 5 sack w/WRA MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 28/5355897 Slump 2.5 in. Water 237 lbs. Strength Required 3000 psi @ 28 days Air Content -% Cement 471 lbs. Quantity Represented 23 cy Unit Weight -pcf Fly Ash -lbs. Air Temperature 82 of Coarse Agg. 1806 lbs. Mix Temperature 80 OF Water Added Fine Agg. 1547 lbs. Time Batched 12:00 PM on Job -gals. NR-WRA 5.0 oz./cwt Time Sampled 12:36 PM Water HR-WRA -oz./Cwt Requested By - Air Entr. -oz./Cwt Other: oz./Cwt. Lab Data: SPECIMEN LAB 'TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 1388 7 7-19 111,450 3940 2 1389 28 8-9 129,715 4590 3 1390 28 8-9 128,685 4550 4 1391 H Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31,C39 Attachments: No Inspector: DW Comments: Footings and grade beam per details on S1.51 wall footing per details on S1.50. Concrete placed directly from truck chute and internally vibrated. Copies: Client Arlington Building Department Absher Construction Glacier NW Submitted By Grant Richardson Technical Director wam,.,W.Nd,W T."%kkgo SO-T2015-AA�w Hsc r+mThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright©1993 GTS I I Q� GED Y SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham,WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 CONCRETE STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: C42 CLIENT: Arlington School District DATE MOLDED: 7-26-02 CONTRACTOR: Absher Construction DATE RECEIVED: 7-27-02 SUPPLIER: Glacier NW PAGE: 1 of 1 PERMIT#: 02-4793 LOCATION OF POUR: Building 'B'footings at Bland BA to BD. SAMPLE LOCATION: 1st truck 7 cubic yard load Field Data: MIX# 509 5 sack WRA MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 166/5356226 Slump 2.0 in. Water 211 lbs. Strength Required 3000 psi @ 28 days Air Content -% Cement 467 lbs. Quantity Represented 14 cy Unit Weight -pcf Fly Ash -lbs. Air Temperature 67 OF Coarse Agg. 1791 lbs. Mix Temperature 70 of Water Added Fine Agg. 1560 lbs. Time Batched 12:48 PM on Job 12 gals. NR-WRA 5.0 oz./cwt Time Sampled 1:39 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Other: oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD REMARKS # # (DAYS) , TESTED (LBS.) 1 1553 7 8-2 110,745 3920 2 1554 28 8-23 3 1555 28 8-23 4 1556 H Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31,C39 Attachments: No Inspector: DW Comments: Reinforcing steel was found to conform with approved plans and specifications. Concrete placed directly from truck chute and internally vibrated. Copies: Client Arlington Building Department Absher Construction Glacier NW Submitted By: ,/Ci► Grant Richardson Technical Director XW.P,.J.WT.UWI,11.9-S0.T2g1SA,UngimHSC42— This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 01993 GTS rF:' I G E 0 -1,T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.com Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 CONCRETE STRENGTH TEST REPORT PROJECT: Arlington High School JOB#: T2015 ADDRESS: 18821 Crown Ridge Boulevard,Arlington REPORT#: C43 CLIENT: Arlington School District DATE MOLDED: 8-1-02 CONTRACTOR: Absher Construction DATE RECEIVED: 8-2-02 SUPPLIER: Glacier NW PAGE: 1 of 1 PERMIT#: 02-4793 LOCATION OF POUR: Interior slab on grade,Gymnasium between Grid lines (A,3.2)to(A,4)and(A,A)to(A,A.8) SAMPLE LOCATION: -Middle 10 cubic yards,30 cubic yards cumulative Field Data: _ MIX# 605 6 sack,7/8"Minus,Rheo 1000,20ON MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 32/5356382 Slump 7.0 in. Water -227 lbs. Strength Required 4000 psi @ 28 days Air Content -% Cement 568 lbs. Quantity Represented 90 cy Unit Weight -pcf Fly Ash -lbs. Air Temperature 76 OF Coarse Agg. 1844 lbs. Mix Temperature 82 OF Water Added Fine Agg. 1460 lbs. Time Batched 7:25 AM on Job -10 gals. NR-WRA 4.9 oz./cwt Time Sampled 8:20 AM Water HR-WRA --7.9 oz./cwt Requested By Contractor Air Entr. -oz./cwt Other: oz./cwt. Lab Data: SPECIMEN LAB BEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 1656 7 8-8 132,275 4680 2 1657 28 8-29 3 1658 28 8-29 4 1659 H Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31,C39 Attachments: No Inspector: CC Comments: 6 x 6 welded wire fabric W 1.4xW 1.4 picked into center of slab per 1/S1/50. Vapor barrier in place as specified. Thickened edge on A,1 line for brick veneer per 17/S1.50. Copies: Client Arlington Building Department Absher Construction Glacier NW Submitted By: Grant Richardson Technical Director X%C.P,q.ca T..ft\kWNw so.T2016M NW Hsc/3— This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 01993 GTS i I i ZEE ERS ENGINEERING 2115 Electric Ave. Bellingham, WA 98226 (360)676-2659 To: •� Doug Smith Com-Steel LLC 2321 E. Bakerview Rd. Bellingham, WA 98226 Re: Backstrom Building Foundation The purpose of this letter is to make a clarification to the#3 closed loop ties note that is on detail "A"on the structural foundation sheet S1 dated August 1 2001. The note should read: #3 close loop ties spaced 6"o.c up to 12"each side of steel column. Then space ties 10"o.c up to 5'each side of steel column. Typical spacing beyond 5'from steel column should be 24"o.c.. Thank you, Joost Zeegers � I E ;PINES 3-23• ZOO` Av-L-("c-:v,Tnk) , w . R FC��V O z-r- 4&Z�� SON o � �® C/7).0 6 �402 FAR4/N,3To N Jr I . I _ �r T . - - • ►• - I - - 1 .� ► 1 a I . � �•til� I _ n _ I w � - • _. I I •_'I 1 I y �' I ►. .ram I I - ti 1 j 11 � Y. 1 • I City of Arlington �4- 0'eco lN G Approved/Signed Plan Distribution TO: Dave A., Terry C., Marc H., Sharree L. FROM: Gregg Eaton, Engineering Technician DATE: January 8, 2002 PROD: Backstrom — Lot 12 Please find attached the approved/signed plans for the above referenced project. Thanks RECEIVED JAN 0 8 2002 File CITY OF ARLINGTON i I I I ZEEGERS ENGINEERING RECEIVED 2115 Electric Ave. Bellingham Wa. 98226 OCT 2 5 2001 (360)676-2659 CITY OF ARLINGTON PROJECT- LOCATION.- I ji70S 0 A V E,' 1 F-11- I I r_.,_; 10 1 -_ [.1 PROJECT NUMBER: 0 Z, CLIENT: CODE J, tc, LIVE LOADS.- FLOOR: i, I SNOW WIND: SEISMIC: I .- DEAD LOADS: ROOF: FLOOR: I aGIL-13 F AM N_Q I CALCULATIONS BY: Joost Zeegem DATE: - 1 k'/ 4WPLA . r�=+� i7 " la �> ZEEGERS ENGINEERING JOB 2115 Electric Ave. SHEET NO. OF BELLINGHAM, WA 98226 (360) 676-2659 CALCULATED BY DATE CHECKED BY DATE SCALE Ino nj > VIA. 6-- Ob r-(o V, V. 6, f BACKSTROM BUILDING FOUNDATION - TYPICAL GRADE BEAM ALONG GL 'S A & D F R A M E E L E M E N T F O R C E S -oV ELT LOAD AXIAL DIST 1-2 PLANE ID COND FORCE ENDI SHEAR MOMENT SHEAR-3 PLAMOMENT AXIAL 1 ---------------------------E-- ------- 1 TORQ .00 . 0 350.34 -4257.29 2 ..00 12 . 2 350.34 .00 •0 575.31 -6991. 07 12. 2 575. 31 .00 2 --------------------------------- .00 . 0 867. 81 -14802.83 2 .00 12 .2 867 . 81 -4257.29 . 0 1425.07 -24308.32 12 . 2 1425.07 -6991 . 07 3 ---------------------- __ 1 .00 _ . 0 1552 . 12 -33664.08 2 . 00 12.2 1552 . 12 -14802 .83 .0 2548 .80 -55281 . 14 12.2 2548 . 80 -24308 .32 4 -------------------------------------------- . 00 .0 2402 .41 -62857.89 2 .00 12 .2 2402 .41 -33664 .08 .0 3945 .09 -103221.48 12.2 3945.09 -55281 . 14 5 -------------------------------------------- . 00 .0 3416 . 75 -104377.91 2 .00 12 .2 3416.75 -62857.89 .0 5610.79 -171403 . 17 12. 2 5610. 79 -103221 .48 6 --------------------------_ 1 .00 . 0 4591.65 -160175.20 2 .00 12 .2 4591 . 65 -104377.91 .0 7540. 14 -263030. 16 12 .2 7540. 14 -171403. 17 7 -------------------------------------------- . 00 . 0 5921 .35 -232130.82 2 .00 12 .2 5921 .35 -160175.20 . 0 9723 . 68 -381191.38 12 .2 9723 . 68 -263030. 16 8 ---------------------------------- 1 __________ ' 00 . 0 7397 .05 -322018.99 2 . 00 12 . 2 7397. 05 -232130.82 . 0 12146 .99 -528800.38 12 . 2 12146 . 99 -381191 . 38 9 -------------------------------------------- 1 . 00 I I I I I 2 . 00 .0 14789. 22 -708517.46 12. 2 14789 . 22 -528800.38 10' ------------------------------------------- .00 . 0 10730:83 -561859 . 76 2 . 00 12 . 2 10730'. 83 -431459 . 74 .0 17621 .54 -922652. 59 12 . 2 17621 . 54 -708517.46 11 -------------------------------------------- 1 .00 . 0 12547.89 -714340.45 2 . 00 12 . 2 12547 . 89 -561859 . 76 . 0 20605 . 40 -1173047.29 12 .2 20605 . 40 -922652 . 59 12 ------------------------------------------- 1 . 00 . 0 14426. 70 -889652_31 2 . 00 12.2 14426 . 70 -714340.45 .0 23690.67 -1460933.97 12 .2 23690. 67 -1173047.29 13 ------------------------------------------- 1 . 00 .0 -17254.48 -679977. 60 2 .00 12 .2 -17254 . 48 -889652 .31 .0 -28334 .28 -1116618. 67 12.2 -28334 . 28 -1460933.97 14 ------------------------------------------- 1 . 00 . 0 -15374.22 -493151.62 12.2 -15374 . 22 -679977.60 2 .00 .0 -25246 . 63 -809824.18 12 . 2 -25246 . 63 -1116618 .67 15 -------------------------------------------- 1 .00 .0 -13552.42 -328463.96 12 . 2 -13552 . 42 -493151. 62 2 .00 . 0 -22254.98 -539383.93 12 . 2 -22254 . 98 -809824. 18 16 ---------------------------------•----------- 1 .00 . 0 -11815 .90 -184678. 36 12. 2 -11815 . 90 -328463 .96 2 .00 . 0 -19403.36 -303596.22 12.2 -19403. 36 -539383.93 17 ------------------------------------------- 1 . 00 . 0 -10182 .57 -61140.83 12 . 2 -10182 . 57 -184878 . 36 2 . 00 . 0 -16721 .21 -100401 .83 12. 2 -16721 .21 -303596.22 18 --------------------------------- . 00 . 0 -8662 . 59 44126 . 06 12 . 2 -8662 . 59 -61140 .83 ----------------- -- -- . 0 -7259 . 42 132341.86 2 .00 12 .2 -7259. 42 44126. 06 . 0 -11920.99 217323.90 12 . 2 -11920. 99 72461 . 19 20 ---------------------------- . 0 -5970.85 204899 .02 2 .00 12.2 -5970. 85 132341 .86 • 0 -9804.97 336472 . 95 12. 2 -9804.97 217323.90 21 ---------------------- ---------------------- 1 .00 . 0 -4789.86 263104. 92 2 .00 12 .2 -4789 .86 204899 .02 .0 -7865.62 432055 .22 12 .2 -7865. 62 336472 . 95 22 ------- 1 . 00 .0 -3705. 53 308134. 14 2 .00 12 .2 -3705.53 263104. 92 . 0 -6085.00 505999.51 12 .2 -6085 . 00 432055.22 23 ------------------------ . 0 -2703 .77 340990. 10 12 .2 -2703. 77 308134. 14 2 .00 . 0 -4439 .97 559953.61 12 . 2 -4439. 97 505999 .51 24 ----------------------------------- ----------- 1 . 00 . 0 -1768.07 362475.48 12 .2 -1768 . 07 340990. 10 2 . 00 . 0 -2903 .42 595235 .62 12 .2 -2903.42 559953 . 61 25 ------------------------------ . 0 -880 .12 373170.55 12 . 2 -880. 12 362475 .48 2 . 00 .0 -1445 .27 612798.43 12 .2 -1445 . 27 595235. 62 26 -------------------------------------- ------- 1 . 00 . 0 -20 .45 373419.03 12 . 2 -20 . 45 373170 .55 2 .00 . 0 -33 .58 613206 .47 12 .2 -33 . 58 612798 . 43 27 ------------------------------------------ 1 . 00 . 0 830 .98 363321.03 12 . 2 830 . 98 373419 .03 2 .00 . 0 1364.59 596624. 14 12 . 2 1364 . 59 613206 .47 I i 2 . 00 12 .2 1694. 23 363321.03 .0 2782 . 17 562815.49 --12_2 2782 . 17 596624 . 14 29 -- ---------- ------------------------ 1 . 00 . 0 2588.82 311273.74 2 . 00 12 .2 2588. 82 342732 .88 . 0 4251 .21 511155. 17 30 12 . 2 4251 . 21 562815 .49 1 . 00 . 0 3533. 15 268339.21 2 .00 12 .2 3533. 15 311273. 74 . 0 5801 .93 440650.65 12 .2 5801 . 93 511155 . 17 31 ------------------------- ---------------------- 1 . 00 .0 4543.92 213121.97 2 .00 12 .2 4543. 92 268339 .21 .0 7461 . 75 349976. 19 12 .2 7461 . 75 440650. 65 32 ---------- 1 . 00 -- . 0 5635.49 144640.05 2 .00 12 .2 5635. 49 213121 .97 . 0 9254.27 237519 .26 12 . 2 9254 .27 349976. 19 33 -------- ---------------- 1 . 00 . 0 6819 . 26 61773.14 2 .00 12. 2 6819 . 26 144640.05 .0 11198 .18 101440.16 12 . 2 11198 . 18 237519 .26 34 ---------------------------- . 0 8102 . 89 -36692.34 12 . 2 8102 .89 61773. 14 2 .00 . 0 13306 .08 -60253.98 12 .2 13306 . 08 101440. 16 35 --------------------------- ------------- 1 . 00 . 0 9489 .58 -152008.80 12. 2 9489 . 58 -36692 . 34 2 .00 . 0 15583 .23 -249619. 79 12 . 2 15583. 23 -60253 . 98 36 ---------------------- ------------ 1 . 00 . 0 10977 . 21 -285402.74 12 . 2 10977. 21 -152008.80 2 . 00 . 0 18026 . 12 -468671. 36 12 . 2 18026. 12 -249619 . 79 37 - -- ------ -- --- --- - ------_ . 00 . 0 12557 .40 -437998 .96 �� I 12 .2 20621 . 01 —468671.36 •0 14214. 57 —610733. 02 2 .00 12 . 2 14214. 57 —437998 .96 .0 23342 .32 —1002909 .35 ----12_2 23342. 32 —719255 . 78 39 ----------- -------------- .0 15924.91 —804250.97 2 .00 12 . 2 15924. 91 —610733 .02 .0 26150.95 —1320692 . 99 —12 .2 26150. 95 —1002909 . 35 40 -------------- -------------- . 0 —15927. 73 —610698. 84 12 .2 —15927. 73 —804250 .97 2 .00 .0 —26155 .56 —1002853.22 12 .2 —26155. 56,--1320692 . 99•F•a• 41 ----------- ------ _ NL•_�.,� . 00 .0 —14217. 28 —437931 .89 12 . 2 —14217.28 —610698. 84 2 .00 .0 —23346. 77 —719145 . 64 12 .2 —23346 . 77 —1002853. 22 42 ----------------------------------- ------- 1 . 00 . 0 —12559 .89 —285305. 39 2 .00 12 . 2 —12559. 89 —437931 . 89 . 0 —20625 . 10 —468511.50 12 .2 —20625. 10 —719145 . 64 43 -------------------------------------------- 1 . 00 . 0 —10979 .37 —151885. 16 2 . 00 12 . 2 —10979 . 37 —285305 . 39 . 0 —18029 . 67 —249416 . 75 12 .2 —18029 . 67 —468511 .50 44 -------------------------- . 0 —9491 .30 —36547. 79 2 . 00 12 .2 —9491 . 30 —151885 . 16 . 0 —15586 .05 —60016 . 60 ` 12 . 2 —15586. 05 —249416 . 75 45 -------------------------------- ----------- 1 . 00 . 0 —8104. 04 61931 . 70 2 . 00 12 . 2 —8104 . 04 —36547. 79 . 0 —13307. 97 101700.54 12-2 —13307. 97 —60016 . 60 46 ------------- -------------------- 1 . 00 . 0 —6819 . 71 144804. 10 2 . 00 12 .2 —6819 . 71 61931 . 70 . 0 —11198 . 92 237788 . 67 BACKSTROM BUILDING FOUNDATION - TYPICAL GRADE BEAM ALONG GL ' S A & D R E A C T I O N S A N D A P P L I E D F O R C E S ^f �a�,•, �� LOAD CONDITION 1 - FORCES "F" AND MOMENTS "M" JOINT F(Y) M(2) 14 1880.2596 .0000 15 1821. 7996 .0000 16 1736. 5238 . 0000 17 1633. 3303 .0000 18 1519 .9798 . 0000 19 1403 . 1633 . 0000 20 1288.5750 .0000 21 1180.9886 .0000 22 1084.3320 . 0000 23 1001. 7574 .0000 24 935 .7040 .0000 25 887.9523 . 0000 26 859.6674 .0000 27 851 . 4293 .0000 28 863.2526 .0000 29 894 . 5908 . 0000 30 944.3293 .0000 31 1010.7649 _0000 32 1091.5728 .0000 33 1183 . 7642 .0000 34 1283. 6328 .0000 35 1386. 6950 . 0000 36 1487. 6254 .0000 37 1580. 1888 .0000 38 1657. 1756 .0000 39 1710 .3 414 .0000 .-...----_-_...._.._..___.,..._....._._.__ 1••-1 A u , r' 40 - .3185E+05 .4389E-07 41 1-710.4479 . 0000 � '!f :rh / 42 1657. 3905 .0000 ` �• ='� �`'�l 43 15.80 _5157 . 0000 44 1488 .0695 . 0000 45 1387 .2630 . 0000 46 1284.3323 .0000 47 1184 . 6038 . 0000 48 1092 .5613 .0000 49 1011 .9106 . 0000 50 945 . 6399 .0000 51 896 . 0722 . 0000 52 864. 9081 .0000 53 853 . 2589 .0000 54 861 . 6662 . 0000 55 890. 1100 .0000 56 938 . 0028 .0000 5.7 1004 . 1713 . 0000 58 1086 . 8249 . 0000 59 1183 . 5126 . 0000 60 1291 . 0692 .0000 61 1405 . 5519 . 0000 62 1522 . 1705 .0000 63 1635 .2126 .0000 64 1737 . 9680 .0000 64 1822 . 6549 .0000 66 1880 . 3539 . 0000 ZEEGERS ENGINEERING joBrV.K. ;1Vrjf-`I FUIJ , 2115 Electric Ave. SHEET NO. 0 1 OF BELLINGHAM, WA 98226 (360) 676-2659 CALCULATED BY DATE CHECKED BY DATE SCALE 7 0 0-0 lo 4- io 0 A, It, V V �01 )I (f /T i ZEEGERS ENGINEERING 2115 Electric Ave. SHEET NO. J I OF BELLINGHAM, WA 98226 (360) 676-2659 CALCULATED DATE- CHECKED BY DATE SCALE Ir 2- V1. V 17 el o ej el, i ZEEGERS ENGINEERING JOB ISI '.Y..- f'F'r�I J—j , 2115 Electric Ave. SHEET ND_ 10 2' OF f BELLINGHAM, WA 98226 I (360) 676-2659 CALCULATED BY i DATE CHECKED BY DATE SCALE ✓►I )o I fn i, fl l )'—'. 1.17 rp so o , A i B B P P 1 2 SI S3 S2 S4 Backstrom/Six Bay MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 8, 0' by 8. 3' 4 - 3/4' 0 13P2 8. 0' by 8. 3' 4 - 3/4' 0 LOAD CASE LEGEND SW - SELF WEIGHT LWL I - Left Wind Load 1 SZI - SeIsnlc Load I DL - Dead Load LWL II - Left Wind Load I1 SZII - Seismic Load 11 CL - Collateral Load RWL I - Right Wind Load I SL - Snow Load RWL It - Right Wind Load 11 I LOAD COMBINATION 1 : LOAD COMBINATION -6 I I.0 SW 1 1.0 D L + 1. 0 CL + I.0 SL 1.0 SW + W + 1.0 DL + L + I.0 C L + 0.50 SL + 1.0 LWL I I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 12.240 SI -1. 735 S2 33.583 S2 14.945 S3 -12.240 S3 -12. 736 S4 25. 290 S4 11.648 LOAD COMBINATION -2 : LOAD COMBINATION -7 1 1, 0 SW + 1.0 DL + I.OLWL 1 1.0SW + 1.0DL + 1.0CL + 1.0SL + 0.50LWL II SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -10. 915 SI 7.648 S2 -13. 782 S2 31,040 S3 -0.593 S3 -14.893 S4 -6. 187 S4 23.367 LOAD COMBINATION -3 : LOAD COMBINATION -8 1 I. 0 SN + 1,0 DL + 1.0 CL + 0. 50 SL + 1.0 LWL 1 1.0 SW + 1. 0 DL + 1.0 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI -4. 743 SI 0. 490 S2 2. 487 S2 -7. 387 S3 -6. 766 S3 11.029 S4 6. 320 S4 -11.283 LOAD COMBINATION -4 : LOAD COMBINATION -9 1 I. 0 SW + 1, 0 DL + 1. 0 CL + 1.0 SL + O. 50 LWL 1 1.0 SW + 1.0 DL + 1.0 CL + 0.50 SL + 1.0 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si 6. 144 SI 6.653 S2 24. 811 S2 8. 883 S3 -11. 890 S3 4, 856 S4 20. 707 S4 1.232 LOAD COMBINATION -5 1 LOAD COMBINATION -10 1 1. 0 SW + 1.0 DL 1 1.0 LWL 11 1.0 SW + I. 0 DL + 1.0 CL + 1.0 SL + 0.50 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si -7. 908 S l 1 1. 842 S2 -I. 324 S2 28. 008 S3 -6.564 S3 -6. 087 S4 -0. 1167 S4 18. 159 ��'� V� Building Spokoine REACT I O N S Page NO,: F l-A � O Sy5•t Pf'15 Washington Date 07/16/01 09, 29: 0 i File Name: 21064A 03 I Support de Flnl Lluns n[•cessory to Insure• franc stablllty are not shown. 3. Foundations, Footings, anchor bolt Inbednent, thrust angle, hatrpin!; or ties for thrust and nil reinforcing are to be designed by a quail Fled prores7:fonat englno er loosed on coorrete strength and soli conditions of the building site P All anchor bolts (Including b[•ar.ng nrhglc•: or bar': wcldrd at top) are to be suppl led by the roncrete contractor. 4. The above synbols are shown In thelr respective positive directions. 5. Anchor bolts ore to be In accordance with ASTM sped Flcatlon A307 er better• i LOAD COMBINATION -11 LOAD COMBINATION I.0 SW + 1.0 DL + 1.0 RWL 11 1.0 RVL 11 f.. SUPPORT REACTION 6. SUPPORT REACTION NUMBER (KIPS ❑R KIP-FT) NUMBER (KIPS OR KIP-FT) S2 -2. 066 S2 -5.©29 S3 8. 021 S3 9,298 S4 I. 175 S4 -1.803 LOAD COMBINATION -12 : LOAD COMBINATION 23 I.0 SW + 1.0 DL t 1. 0 CL 1 0. 50 SL + I.0 RWL I 1 1.0 SZ 1 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR' KIP-FI) NUMBER (KIPS OR KIT'-FT) SI 12. 623 SI -3.045 S2 14. 203 S2 -1. 401 S3 1. 849 S3 -3.045 S4 13. 690 S4 1. 401 LOAD COMBINATION -13 , LOAD COMBINATION 24 r 1.0 SW + 1.0 DL + 1, 0 CL + 1.0 SL + 0.50 RWL II 1.0 SZII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 1 4. 827 S 1 3.042 S2 30. 669 S2 1.399 S3 -7. 591 S3 3.042 S4 24. 388 S4 -1. 399 LOAD COMBINATION -14 1. 0 SW + 1.0 DL + 1. 0 CL + 0 71 SZ 1 SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI 0. 484 S2 5. 481 S3 -4. 034 S4 6. 697 LOAD COMBINATION -15 : I. 0 SW + 1.0 DL + 1.0 CL + 0. 71 SZ I I SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 4. 831 S2 7. 480 S3 -0- 486 S4 4. 698 LOAD COMBINATION 16 I.0 SW + 1.0 BL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI 1..277 S2 3. 763 S3 -1.277 S4 2. 978 LOAD COMBINATION 17 I. 0 CL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 1. 382 S2 2. 7[8 S3 -I. 362 S4 2. 718 LOAD COMBINATION 18 1.0 SL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI 9. 591 S2 27. 102 S3 -9.501 S4 19. 593 LOAD COMBINATION -19 1. 0 LWL I SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI -12. 192 S2 -17.545 S3 Q. 683 S4 -9. 166 LOAD COMBINATION -20 1. 0 LWL 11 SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI -9. 185 S2 -5.087 S3 -5,287 S4 -3. 845 LOAD COMBINATION -21 I. O RWL I SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI -0. 797 'y S2 -11. 149 S3 12. 305 S4 -14, 261 PAGE 1.80 CASC Laos w PAGc r rl-A 1 �r p Illlildinc, Spokane RFACTTFlNS Pac.. e No, FI-B ` Sys Lem'; Wal.hington D a t P 07/16/01 09: 29! 01 F-I l e N a M e: 21064A 03 I Support definitions necessary to Insure franc stnblllty are not shown 3 Foundations, rooting5. anchor bolt Inbednent• thrust angle, halrpins or ties for thrust and all reinforcing are to be designed by a quallrled professional e 01neer ba•:ed on concrete strength and toll conditions nr the bulid7n0 site. •' All am Yrur but V. (Inrludinry bro.•intl onglr••, or bar•: wrldoJ at top) are Lo be •.�pptlnd by the rnnrrete rnntrnr tor. 4. the nbove tiynbols arc shown In their respcctivc posltivc dlrec dons. 5. Anchor bolts are to be In accordance with ASTM speclf'lcntlon A307 er better I �: I 1 I i � I I B / \ pl BI B P � T2 S6 4 T13 � T9 S1 S6- S9- S4 2 S S 0 S� Backstrom/Six Bay MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6. 0' by 8. 0' 4 - 3/4' 0 DP2 6. 0' by 8. 0' 4 - 3/4' 0 BP3 6. 0' by 8. 0' 4 - 3/4' 0 8P4 6. 0' by 8. 0' 4 - 3/4' 0 LOAD CASE LEGEND SW - SELF WEIGHT LWL 1 - Left Wind Load I TWLP - Transverse Wind Load Pressure OL - Dead Load LWL 11 - Left Wind Load 11 TWLS - Transverse Wind Load Suction CL - Cogalerol Load RWL I - Right Wind Load I SZI - Seismic Load I St. - Snow Load RWL B - Right Wind Load II SZ11 - Sehmle Load B LOAD COMBINATION 1 LOAD COMBINATION -3 1 I.OSW + 1.0 DL + I.00L + 1. 0SL I.0SW + I.0DL + I.0CL + 0. 50SL + I.0LWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) St 6. 000 S 1 -4. 790 S2 3. 648 S2 -2.696 S4 0. 000 S4 -1. 132 S5 3. 635 S5 0. 473 S6 0. 002 S6 -0.005 S7 9. 836 S7 4. 131 S9 -0. 002 S9 -0.006 S 10 9. 828 S I 0 2. 393 T2 0.000 T2 0,000 T9 0. 000 T9 0.000 TII 0. 000 Tit 0.000 T 13 0. 000 T 13 0,000 LOAD COMBINATION -2 1 LOAD COMBINATION -4 1 1.0SW + 1.0 DL + 1. 0LWL 1 1.0SW + 1.0DL + 1.0CL + 1.0 SL + 0.50 LWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I -4. 800 S 1 -2. 397 S2 -4. 428 S2 1. 157 S4 -1. 132 S4 -0.566 S5 -I. 258 S5 2. 735 S6 -0. 005 S6 -0.003 S7 -0. 713 S7 8. 888 S9 -0. 005 S9 -0. 005 SIO -2. 453 SIO B.016 T2 0. 000 T2 0. 000 T9 0. 000 T9 0. 000 TIJ 0. 000 T 1 1 0.000 T 13 0. 000 T 13 0. 000 PAGE OF L�T�I~-? Building Spakanc REACTIONS P a e No.: F I-A Sys terns Wasi,Irgtan Da 07/13/01 te 15! 24! 24 File Nary)e: 21064A 07 Support derinitlone nece-aary to Insure Frame -:lability are not shown. d, Poundatlons, rooting„ anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional AR anchor engineer based on concrete strength and salt conditions or the building site. .' to be supplbolts (Including bearing angles or b¢rs welded at top) are led by the concrete contractor_ 4. The above symbols are shown In their respective positive directions 5. Anchor bolts are to be In accordance with ASTM speclFlcntlon A307 cr better I TION -5 LOAD COMBINATION - + I.0 DL + I.0 LWL I I I.0 SW + I.0 �. 1. 0 RWL II REACTION SUPPORT REACTION (KIPS 33 KIP-FT) NUMBER (KIPS OR KIP-FT) -6.331 SI I. 132 -1. 132 S2 3. 946 -I. 132 S4 I.810 -I. 4U0 7 S5 1.81 1 S7 S6 . 318 S6 4.529 S9 -0..006 S7 -7. 370 S9 0.007 SID -0203.039 S I 0 1.995 T2 0.000 T9 0.000 T2 0.coo 0.000 T 1 1 0.000 T 1 1 0,000 T13 0.000 T13 0, 000 LOAD COMBINATION -6 : LOAD COMBINATION -12 : I. 0 SW + 1.0 OL + 1.0 CL + 0,50 SL + 1.0 LWL 11 1.0 SW + 1.0 DL + 1.0 CL + 0.50 SL + 1.0 RWL II SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 -6. 330 S I 1. 132 S -1. 774 S2 5. 670 S44 -1. 132 S4 1. 810 S5 0. 330 S6 -U. 00 SS 3, 542 7 S5 .542 S7 12. 162 S7 -2. 525 30 S I O 2.S9 - 8007 S9 0.006 2. SID 6. 831 T9 0., 0 00 000 00 T2 0 T2 0.000 T 1 1 0. 000 T9 0.000T I 1 0.000 T13 0. 000 T 13 0.000 LOAD COMBINATION -7 : LOAD COMBINATION -13 1. 0 SW + 1.0 DL + 1.0 CL + 1.0 SL + 0.50 LWL II 1.0 SW + 1,0 BL + 1.0 CL + 1.0 SL + 0.50 RWL 11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I -1. 163 S 1 0, 566 S4 I.61 B S2 5. 344 S4 -0.663 S4 0. 905 SS 0.004 S5 A.269 S6 12. 904 S6 2.267 S7 10.006 S7 5.560 S9 -B.223 S9 0.002 SID B.000 S I 0 10.235 T2 0.000 T9 0. 000 T2 0.000T9 0.000 TIT 0.000 T 1 1 0.000 T 13 0. 000 T13 0.000 LOAD COMBINATION -8 : LOAD COMBINATION -14 1.0SW4 I.0OL + 1. 0 RWL 1 SUPPORT REACTION I.OSW + 1.0 pL + 1.0TWLP NUMBER (KIPS 13 KIP-FT) SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S I 1. 132 1 Si -0.026 S2 - . 279 S2 -0. 955 S4 2. 9. 15 1 S4 0. 000 SS S5 -0. 965 S7 - S6 2. 973 S6 0.026 S9 0.005 S7 -2.693 0 4. 243 S9 0.000 1 T2 0.000 S I D -2. 703 T9 0. 000 T9 1.477 Tit 0. 000 T 1 1 3. 487 TI3 0. 000 T13 3. 487 LOAD COMBINATION -9 : LOAD COMBINATION -15 1 1. 0SW + 1.0DL 4 I.O.CL + 0. 50 SL + 1.0 RWL 1 1.0SW + 1.0DL + 1. 0 CL + 0.50 SL 4 1.0TWLP SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 I. 13 132 1. 011 B 10 S I U. 000 S4 1. S2 S2 0. 777 SS 0. 815 S4 0.000129 S5 0, 766 S6 2, S6 0.001 S7 -1. 28 S7 2. 152 S9 0. 0 S9 -0. 001 T2 0. 603 SID 2. 143 T2 0. 000 T2 I. 477 T9 0. 000 T9 1. 477 T 1 l 0.000 T 1 1 3. 487 T 13 3, 407 T 13 0.000 LOAD COMBINATION -10 LOAD COMBINATION -16 1 1. 0 SW 4 1.0 DL + I.0 CL + 1.0 SL + 0.50 RWL 1 1.0 SW + 1. 0 DL + 1.0 CL + 1.0 SL + 0, 50 TWLP SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 0.566 S 1 0. 000 S2 4. 510 S2 2. 893 S4 0. 905 S4 0. 000 SS 2. 906 S5 2. Be S7 6.259 S7 77. 899 i\ S9 0.001 S9 -0. 002 S10 7, 121 SID 7. 891 T2 0.000 T2 0. 738 �� T9 0. 000 T9 0. 738 PAGE T I I 0. 000 TIT 1. 743 T13 0.000 T13 1. 743 1 l LOAD CW LCGCfm M PAM 1 rt-A) N PAGE _ L) o c Building Spokane REACTI❑NS Pa e No,: FI-B � O Systems Wo shington Date : 07/13/01 15. 241 24 F-ile NaMe: 21064A_07 I. Support definitions necessary to Insure Fr"P stability are not shown. 3. foundations, footings, anchor bolt Inbednent, thrust angle, hairpins or ties for thrust and all r0mrorcbig are to be designed by a quallrled pr o Fes sional 2 All anchor bolts (Including bearing angles or, bars welded of top) are engineer based on concrete strength and soil condltlons of the bull ding site, to be supplied by the concrete contractor. 4. The above synbols are shown In their respective positive directions. 5 Anchor bolts are to be In accordance with ASTN speciftcatlon A307 or be•Yter LOAD-COMBINATION -17 LOAD 1 0 SW + 1. 0 DL + 1. 0 TVLS 1 CL COMBINATION r' SUPPORT REACTION SUPPORT REACTION .� F NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S2 -0. SI -0.955 S1 0.000 S4 0.000 S2 0. 370 S4 0.000 SS -0. 965 G5 S5 0.370 SG (,. 69:1 SG 0.000 S9 U.000 S7 I.035 SID -2. 703 S9 0.000 T2 -1 478 SID I.035 T9 -1. 478 T2 0.000 TII -3 488 T9 0.000 T 13 -3. 488 T 1 I 0.000 T 13 0,000 LOAD COMBINATION -10 LOAD COMBINATION 24 1.0 SW + 1.0 DL + 1.0 CL 0. 50 SL + 1.0 TWLS 1.0 SL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT)777 NUMBER (KIPS OR KIP-FT) S2 0. 77 S 1 0. S I 0.000 S4 0.000 S2 2. 724S4 a.000 SS 0. 001 S5 2. 722 S69 !. 152 SG 0. 002 S -0.001 S7 7.620 SID 2. 143 S9 -0.002 T2 -1. 470 SID 7.622 T9 -1.478 T2 0.000 TIT -3. 488 T9 0.000 T 13 -3, 4B8 TIT 0.000 T 13 0.000 LOAD COMBINATION -19 : LOAD COMBINATION -25 1. 0SW * 1.0DL t 1.0CL + 1 0SL + 050 TWLS 1.0LWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-fT) NUMBER (KIPS OR KIP-FT) S2 . 00 S1 0.0.00093 SI -4. 000 S4 0 S2 -4.992 S4 -1. 132 SIS 2,801 I 7 S5 -1. 802 S7 S6 -7.002.999 S6 -0.005 . 02 S7 -1.894 S9 S9 -0.005 S10 . 1 SID -3.624 T2 -0. 739 T2 0.000 TIT -1. 744 T9 0.000 T13 -1. 744 TI1 0.000 T 13 0.000 LOAD COMBINATION -20 1 LOAD COMBINATION -26 1 I,OSW + 1.0DL + 1.0CL + 0. 71 SZI I.OLWL 11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S2 .00 SI -U.0.0:14 SI -6.331 S4 0 S2 -4.060 SS 0. 8 64 S4 -1. 132 S5 -1.944 S6 -0.001 S6 -0.007 S7 3.096 S7 6. 137 S9 -0.002 S9 -0.008 12 U.2.UUO S I O -3.210 T9 0.0 00000 T2 0.000 T 1 1 0.000 T9 0.000 0,000 T 13 0.000 T 13 0.000 LOAD COMBINATION -21 1 LOAD COMBINATION -27 i 1.0 SW + 1.0 BL + 1.0 CL + 0. 71 SZI 1 1.0 RWL I SUPPORT REACTION SUPPORT REACTION SI . 0 NU CKIPS 0k KIP-F1)1. 810 NUMBER (KIPS OR KIP-FT) S2 1 ST 0 SI I. 132 S4 0.000 S2 1.725 S4 I. BID S5 0.962 S5 -1. 459 S6 0. 794 S6 2. 994 S7 T. 001 S7 -7. 154 S9 0. 148 S9 0.005 T2 2. 00 S I D -5. 414 T2 0.000 T2 a.000 T9 0.000 TIT 0.000 T9 0.000 T 13 T 1 1 0.000 0.000 T 13 0.000 LOAD COMBINATION 22 1. OSW + I.ODL LOAD COMBINATION -28 I SUPPORT REACTION 1.0 RWT 1 1 REACTION NUMBER (KIPS OR KIP-FT)S 1 0. 000 NUMBER (KIPS OR KIP-FT) S 1 I. 132 S2 U.554 ' S4 0.000 S2 3. 392 S5 0. 543 S4 1. BID S6 U. 000 S5 I. 268 S7 I. 181 S6 4. 529 S9 0. 000 S7 -8. 551 S10 1. 171 slo 0. 814 T2 0.000 T2 0, 000 T9 .000 T9 0. 000 T 1 1 a 0.000 TIT 0.000 T 13 0. 000 T 13 0. 000 t LOAD CASE L[GE10 a Ilia[, Fl-A) rnNT _ P_E Building Spokane REACTIONS P a e NO,: F l-e ° Systems Washington Date : 07/13/01 15: 24: 24 File Name: 21064A 07 I Support de Flnitlons necessary to Insure frame stability are not shown. 3. Foundations, roo tings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a quaUried professionat 2 All anchor bolts (Including bearing angles or bars welded at top) are er,glneer based an concrete strength and soil conditions or the building site, to be supplied by the concrete contractor. 4 The above symbols are shown In their respective p positive directions. 5 Anchor bolts are to be in accordance with ASYM speclFlcation A307 or better a' - I I LOAD COMBINATION -29 SUI'110k I kEAlf:I I I1N NUMBER (KIPS OR KIP-FI) S I -U.0:16 S2 -I. t109 S4 0.000 S5 -1.509 S6 0.035 S7 -3. 874 S9 0.000 SIO -3.874 T2 1. 477 T9 1. 477 TIT 3. 487 T13 3. 487 LOAD COMBINATION -30 1.0 TWLS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S 1 -0.036 S2 -1. 509 S4 0. 000 S5 -1. 509 S6 0. 035 S7 -3, 874 S9 0.000 S10 -3. 874 T2 -1. 478 T9 -1. 478 TIT -3. 488 T13 -3. 408 LOAD COMBINATION 31 1.0 SZI SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI -1. 115 S2 -1. 246 S4 0.000 S5 -0.069 S6 -0. 002 S7 1.232 S9 -0. 002 S 10 0. 004 T2 0.000 T9 0.000 TIT 0.000 T13 0. UUO LOAD COMBINATION 32 1.0 SZII SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S I 0.000 S2 1.241 S4 0. 000 S5 0.068 S6 I. III S7 -1.227 S9 0. 002 SIC) -0.081 T2 0.000 T9 0. 000 TIT U. 000 T 13 0. 000 PAGE OF t I-d10 CM I.EGEIm im na r1•11 I, L Vi'le _? Building Spokane REACTIONS P a e NO,: F 1-D EEO Systems Washington Date : 07/13/01 15: 24: 24 F I�e N a M e: 21064A_07 I Support definitions necessary to Insure Frame stability are not shown 7. foundations, footlnos• anchor bolt Imbednent, thrust anole, hairpins or ties for thrust and all relnrorctng are to be designed by a qualified professional engineer based on concrete strength and soft commons of the building site. r All anchor bolts (Including bearing angles or bars wrlded of top) are to be suppl led by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5 Anchor bolts are to be In accordance with ASTM speclFlcatlon A707 nr hottrr 'I lel'�)f-4 1-, 1OB - ZEEGERS ENGINEERING 2115 Electric Ave. SHEET NO.�I OF BELLINGHAM, WA 98226 (360) 676-2659 CALCULATED BY DATE CHECKED BY DATE SCALE yr V 7 __j )T- i I I I c � i Oct 11 01 08: 08a CGM-STEEL . L . L. C. 360 -671 -6551 p , 2 1 a " ae u ♦ 0., 1:cif1 1 +��werF"'Ora,t�e:a N°nro.b�nu.i enogy CS+Jo Cwnpiiorwu peon° June M5 Lr eject� Atldress sl -�—�1'roject Info B �ckvYrcm Curb and SideKk _- Date y'V1 _I 1 �(/10 2001 707nS ln�1. Arlington, WA 96223 r�:Niioani irnrne. Coe-stool, L.3,.e. AppllCantAddre5S. 2321 ErBaka vie- M.,_Be111ngh=, WA 9e226 Applicant Phori_; (34G)-133-3769 Eroject Description (U New Building ❑Addition [ Alteration �Change of Use ^�— C,nm»i;:311rA []�ln4inn Prescriptive Q Component Performance I17 ENVSTD 11-1 Systems r (See Decision Flowchart(over)for qualifications) Analysis iSpace Heat Type I Q Electric resistance Q All other (See over for definitions) .a.pcing A!ca Ei0ctrpnIc vers,OL' 'he:o\faIJeS a e auxnaat+;filly I;.Kepi from Ei!V•iir'`•1 Glazing Area Calculation (rough opening) Gross tx;piior Vote:Below grade walls may be ircluoed in the (Vertical&ovarhd) divided by Well Area times 100 oqu2l: °i.Ghzin9 ,,)a,EXeucr VV.311 Area If They are O5ulaled to — -- thelevei-equlredforopaquewalls 463.0 8440 . 0 x 100 - 5.5% Q yea Check here if using this option and if project meets all requirements for the Conoret,-AmasQnry Conerete/Njasonry Option no option, See Decision Flowchort(over)for qualirieations. Enter requirements for each qualifying 00 assembly CeIoW, j Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requiromc:is--�J. Fufly heatedicooied snare insulation on interior.maximum U-factor Is 0.19 Minimum fnsu/ation R-values Insulation on exterior or Integra(-maximum U-factor is 0,25 nuuiZ,UvLsr O`AWC If project qualifies`or Concrete/Masonry Option,list walls All Other Roofs with HC�,9,0 Btu/1t'-T below(other walls must meet Upaquv wall requirements). 'i; (.1Umir,lon% and values Opaque Ga'iS _. from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Uncond:boned Space (including insulation R-value&position) Slabs-on-Ciradn Radiant Floors Ma-yirnum U•facfors Opaque Doors Vertical Glazing Ovorhoad Glazing Maximum SHGC(or SQ) Vert,calrOverhead Glazing Semi-heated space' Minimum fnsulaflolt R•valuas Roos Over Serni•Heatod Spaces' 'Refer to Sector, 1310►cr qualifications and requirements , Notes oJ��� S G RECEIVED OCT 2 5 2001 CITY OF ARLINGTON `ss/onai -i-d df FWKX COP tf 41 Oct 11 01 09: 09a COM-STEEL , L . L. C , 390-671 -6551 r - 3 a 0 ' - I LF,I G a I ►. 1994wa►rat4lattil4roNonmiidrnt4l!•nanny Cod*ComyionraForm$ r00clAddress Baekq(.rnn gnrh a,.�e .?ti _•••� - «•�«.._.._--_.�^N t 1V/1Vt4UV1 Space Heat Type Q Electri0 resistance All other For 6uiloing Department Use �iLdZ1ri Area as%gross exteriorwel!area 5.w4 Prop. 40 04 Max Target _ �_--- -•-•-- I I �C01:1,rete/Ma:Sc'n:y Option dyes * No Notes:If glazing area exceeds m .axima a1,�N9c it T, ulo,than Cr Ir,„date tr:jl et!d an;as ut a r.k r •. II C incrate/Masonry Option s used,Target U-factors,SHOO and Glazing%will be different than shown below, Refer to Table 13-1 for correct values. IHuilding Compontant Proposed UA Target UA List components by assembly ID&page 0 U-tactor x Area(A) =LIA(l.)x AL -- actor r Area(A UAU>:A' U-o,540 Plan ID lnaul,tod dw�e vinyl window 0.540 400.0 21fe.0 , Vj 4b3.0 416.'r �` Plait IL' ir-)I'a.ted otorc,trorit --.... _.__.__.,..... _ 7 w+vi 0.750 63 V dv'A Gazing% Electric Re5lat, O!h?I'Heat!"y c� ,� l.= Plan!D: 0.15% 0.40 0.90 N c� U= Plan!D: >19•20% 040 0.75 P= "Ian ILA >20.30% not allowed 0 30 ;l Plan IC•: U= Plan iO: (see Table 13-1 for CondMasortry values) U- Plan IC: .__............. �__...,.q...... __ �.... -i Plan ID' _ a I > ht- Plan IC: Olazfng lb� lectric Resist. Other Heating f 0-i5`Do V,GO 1.�45 I vv UQ Plart I[1' r10-20% 0.00 U. Plan ID: >20.30% not allowed I.;n v `` q .U- Plan 10; 1 > >?t'-4Q 1 not allowed 25 I cJ u= Plan � I (r,re'fa,bl, 14.4 rot.ond/Maeo:tyi;,lu::i I :'-• P1en 10: FU=0.290 Plan ID 3070 polyure me inaVlRt-W atool door 0.290 63.0 7 0.600 D03.0 Stl•V U Snu�latod=0.3J0 Plan IG Clectrlr Re5i5t. theyO I door0.930 840.0 27;,2 .7 Ua Rimn IG - n ran `. R= Plan ID: v.vv -V�- ��• 3 R= flan to: _._... Electric Resist. -Other Hating r- Plan 10. 0.031 0.036 J Plar IC t'+-is u.etRl btilLng i 0.091 977^.0 865.6 0.050 9732.0 I•»•••_� « •�� "•�`"� «gNTFI C r R= Plar ID Electric Resist, Other Heating R= Plar !D: 0.034 ti.USG i4:o• Plan 10 R-11 msli 0,127 5802.9 sza.s 0.1: 5802.0 6ii.! j q:a.1 Plan IUrc.a...^':.„ ,,:r•n 00.9 0.14 507.0 71-0 I N Re 0,1 Plan IO° ' ineuiacion Imo_ tc:r,in„ dryvii. I 0,090 761,0 6P 9, ) lA 765.0 10 - Pithr iD, r i Mectric noyiyt. Other I leating a Plan 10. O R Plan ID Grainary 0,002 p.14 s �hAe:t l stud 3.1? 0.14 R= Plan ID: Cvr.e(iwv; n 4q 0 19 "Note:such of Target Areas here snoulo u;I far et Upa ue Wall Area(see back) Cono(oth) 0.26 0.26 R= 'Ian Iti: _..._...r a R= - I R= Electric Resist. Other Heating Plan ID: Ordinary 0.082 0.14 Note.if insulated to levels requirec for opaque walls,list above with opaque walls Metal stud 0.11 0.14 n t R= Plan ID; 0 R Plan : R=- Plan ID ID Electric Resist Other Heating _ ; 0.056 R= Plan ID: 0029 ` y R-0.7 Pldn 10 unlnnulato4 a>aJo 0,730 440.0 321.2 0,540 440.0 ? ._ 237�6 o S R= Plan ID: Ele0trlo Resist Other Heating F=0,54 Fa0.54 R= Plan 10: (see Table 13.1 for radlant floor valu4rs) 'For CMU walla,indicate core insulation material, Yotals 16612.0 2634,6 ToUtls 18612,Q 2673,1 For compliance 1)Pr000sed Total Area ohall equal Taroar ola AWO,41"Id 2)r'ropox otel UA Shill not exceed TafQet Total UA, 1 J4 Washin ton State Nonresidential Ener Code Com liance Form 1994 Nashmglon Male Energy Code Compliance Forms porn 1O9A Project Info PrciectAddress Backstrom Date 19705 6 0 t h Ave N . E. For Building Department Use Arlington , WA 98223 Applicant Name Don B a c k s t r o m Applicant Address: 19705 6 0 t h Ave N . E . Applicant Phone: 3 6 0 . 4 0 3 . 4 8 6 6 Project Description Briefly describe mechanical system type and features ❑Compliance Option Simple System ❑ Complex System ElSystems Analysis (See Decision Flowchart(over)for qualifications) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans For projects without plans,fill in the required information below Cooling Equipment Schedule Equip OSA CFM SEER ID Brand Name' Model No.' Capacity' Total CFM Econo or EER IPLV' Location t o 2 EA Dayton Heating E ui ment Schedule Equip OSA cfm ID Brand Name' Model No' Capacity Total CFM Econo Input Btuh Output Btuh Efficiency' 3 EA Dayton QVF-125-NG-121 100000 3480 80000 100000 80 . 000 2 EA Dayton ACP030GO701021 70000 56000 70000 80 . 200 Fan Equipment Schedule Equip ID Brand Name' Model No.' CFM SP, HP/BHP Flow Controls Location of Service RR Fin Broan QT90 90 Restroom Fans ~ 'If available 7 As tested according to Table 14-1,142 or 143. 'If required. `COP,HSPF,Combustion Efficiency,or AFUE,as applicable 5 Flow control types:VAV,constant volume,or variable speed. Aug 00 02 09: 39a C01- IEEL, L. L. C. 360- -6551 p. l Com-Steel, L.L.C."COM-STEEL Garco 2321 E. Bakerview Rd. Bellingham, WA 98226 Building Systems LIC#COMSTLL 05654 "For All Your Metal Building Requirements" Office: (360) 733-3769 . Fax, (360) 671-6551 • E-mail sales@com-steet.com To: Dave Anderson Date: August 9, 2002 Company: City of Arlington No. Pages: 2 Fax No.: 360-435-3906 Reference: 02-4891 & 02-4825 From: Rusty Laird Subject: Thickened footings The inspector on site expressed concern over the casting of the thickened footings separate from the slab on grade. At his request we are providing this analysis. The following calculations were done to verify that the cold-joint between the thickened footing and slab on grade do not diminish the vertical load carrying capacity beyond the design load. The analysis determined the 6" slab on grade without the thickened footing is capable of carrying a load 5 times greater than the highest load-bearing wall will impose. Please feel free to call if you have any questions. �n U CRY OF APTINCT01V _ - At (' 1 Bur, 09 02 09: 39a COM EEL, L. L. C. 360-' -6551 p. 2 G/N�i4L ,Z o r�sc- fo Sc�C.y.�t�w4rru� � s 00 E t CD CD zw ¢ ® ! 4 Z. 4� x to C`a/�zzB�7z�C. 94.x f6-a) _ /9w3 itJctJ3b' t�i�/ ' !'7"xF Srs�p +.7 leJY�/rQra.�Q_ piCFrtL xoz5%y�*f� PP f� /O/3 O O �,v n f 11)09 Q. FSS�ONAI Ear, Qy¢c :_. t OCT-22-2001 13t19 H & M ELECTRIC, INC. 425 290 5714 P.02/02 • • 99<YVlin iM1Qlcn SWC NO�fttito1071 E^�tY CN■C1mPUSOCe Fa�e11 AOM•19•{ Project Info IProiect Address Cate 19705 - 60t,h Ave N . E. For Building Department Use Arlington , WA Applicant Name: Don B a c k s t r o m Apa�iunt Address: 19705 - 6 U it h Ave N F; . AppliWnl Phone: 360 , 403 . 486,6 , Project Description J.Ntw 9ulldin9 Z Addition ❑ Alteration rCompliance Option Prescriptive ( Ughting Pvww AlloAance ❑ Systems Analysis ism Qualification Checklist(evQr).Indicate Presc ipr've& LPA spaces clearty,on plans.) Alteration Exceptions 0 No'changes are being made to the lighting (check appropriate box) 0 Less than 60%of thi fbdures are new,and installed lighting wattage is not being increased Maximum Allowed Li htin , Wattage (Interior) '~ LoC3tian Allowed (floor/room no.) Occupancy pescdptloA Watts per fta•• Area In ft4 Allowed xArea 3C>>r I N dui 1' X.4 A.Ego%4-� • O ST©L e ON b5 3 '•From Table 15-1 (over)-document all exceptions taken from footnotes Total Mowed W=s I t— Proposed LightinE Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Location (flavrtroam na,) Number-0 Watts/ Watts Fixture CescnpUon Fortunes I Fodute Proposed x I'" Aa 1 44!v!o i Total Proposed Watts may not axaW.Tctal Alfavred Watts for Intencr Total Proposed Warts 3 0,5"(o Maxim= Allowed Li htin r Watts e (Exterior) Allowed Watts Area in Fe Alfawed Watts LocationT Cesc fiction per fl or per If (or If for perimeter) x R2(or x If) Covered Parking G.2 W/� Oven ParScny 0,2 WIlls . outdoor Aroma 0.2 Me61dg.(by%=Ue) t725Wm 81d9-(by peTim) i Ftr iv%Ag, Gr t>r I-(� S U 7,5 WN SGJ IJole:for building eztencr,of+00sa a then the`acade area or the perimeter method, D net txth) �or�g11cT4ed Watts 5 Pro osed Li htin Wattage (Exterior) (May not exceed ToW Allowed Walks for Uarior) Numbwof Watts•' Wads Location Fixture Description Fixtures FF'beture Propose! kl- -1 -n-ttN 6 t/�hn L � FJ TOTRL P.02 Jun 25 02 09: 2ea COM-STEEL, L. L. C. 360-671 -6551 P. 1 Com-Steel, L.L.C. fft� 2321 E, Bakerview Rd. EGa-r c 7oo Bellingham,WA 98226 Building Systems LIC#COMSTLL 056A "For A11 Your Metal Building Requirements" Office; (360)733.3769 • Fax; (360)671.6551 • E-mail: sales@com-ste®l.com To: Dave Anderson Date: June 25, 2002 Company: City of Arlington No. Pages: 1 r Fax No.: 360.435.3906 Reference:�P6rmit#02-4825 From: Gerald Schober Subject: E1vE 0pe requirement Mr. Backstrom, the owner of this project, indicated that the City of Arlington has requested that he install slab-on-grade insulation around the entire perimeter of the buildings. The NREC forms, for the above referenced permit, were submitted based on component performance for a fully heated building as permitted by Section 1330 of the NREC. As.such, the calculations show that perimeter insulation is not required to meet the overall equivalent UA performance requirements listed in table 13-1. In the fully heated office area of the building, we plan to install a radiant floor system which will have a R-10 rigid foam insulation placed under the entire radiantly heated slab, thermally isolating the floor from the soil. However, in the remainder of the buildings the slab is to be uninsulated. This system meets the requirements of the WSNREC without installing perimeter insulation as requested by your department. Please review Section 13 of the WSNREC and submitted NREC forms to reconsider your position on this matter. Best regards, Gerald Schober a%v f-1D NREC Inspector 'der' 3014 'z 5 Zpo2 GO'74poy 0V10 P�`1NG-�pN -71i 0n,-� e i, • . � I TI I 1 - I II I I I II I� ~ - •lu r -I I _ � J _ .� I - I 1 - r ■ — r - - - - ' � * rr I J 1�1 - 1 _1 1 mr _ _ I V 1 I 1 -1 1 �._ I - 1_ 11g1 —1 I �[,- ljl _•� I - _ - ' I f- 11mini I I • 11- I JII - I (� IL� f I -1 1 u 11 i BUILDING DEPARTMENT CITY OF ARLINGTON 238 N OLYMPIC AVE City of • • Phone:360-403-3431 Fax:360-435-3906 Fcmc To: Rusty Caird From: Liinda Friddle Fax: 360.671.6551 Date: July 1,2002 Phone: 360.733.3769 Pages: 2 Re: 02-4825 CC: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle *Comments: I FROM : ZEEGERS ENGINEERING PHONE NO. : 3606762659 Mar. 06 2002 04:24AM PG JOB '1GS7` — ZEEGERS ENGINEERING 2115 Electric Ave. steer No +Q 2 or BELLINGHAM,WA 98225 DATE — (960) 676--LB591 CPLCUL4T®8Y cw=meDBY.,� -• 7ATE..�...,^�o LG1 ; ; ;D + 1. 1 r ►, o C�, - N sL L..e-Z ; 1,4-1? r 1,7 020 SS > WL •--- ff*7 1 iDUT. w 1ids IKTwN. .�OiP�T t4 f�fv a by Ole- TP. AL AS ' 2.0.11 V- 7.} COL.A46AIJ L0C4Tt0,tj$ ME 0 MEOW . . .� r r ■ ■ . _ . ME . _ 0 0 _ _ 16 • - 1 � _ . . 1 J ■ _ - 1 ■ IN 0 , 111 ME mill ■. • •— — 1 . I — # low : llJ •. ■ ■ ■ • • t ;■ - ■ 1- I ■ . ■ ■ 7 1 ! - J 1 1 • ■ i - - ♦ No 11 0 0 mm M PC 0 0 MEN 0 0 0 . M i , F :. �•• . J 1 ., . mol 1 • : 1. •.. � f. • . •' • . � . �Mirml l II FR811 IRRMRS Ehlu l llem i llic PH6111! 116. 5688782853 Hckr. 88 MOM 84.23AH Pl J. Ri�IGST dPE ��: ZEEGERS ENGINEERING Q 2 _ 2115 Elect&Ave. T Nn• BELLINGMM, WA 98226 (360) 676.2659 CALCULATED BY �' MTE O'NECKM BY PATE_,,.- SCALE_ Tpp f, '7 � ,— rrpv( '(.•=> As = q T. •ra Z .� ... . 4-7 '-K� > 1-°(�.= s!, ra Av ,¢od�o S �"- �" . !`?� 2 5IDeA Y ev,of ,V � eA • sera © WLQMW) F, ram � W/u�3 00 tv-,z %,31) = l,fob' ., •• D PRDDUOTZT . . . JIM 0 ■ ■ . ■ . r ■ pi T ■. 1 No R. 00 Emd mm1 `� � ` *0 • � ! ■ �7 1 J 111■ 1 • . 7 N ml • ■ ■ i' . . . . ■ . r JAW 0 11 _ ■ 9 ' 1 ■ • ■ IN 0 1 ■ ■ ■ ■ ■ . or ■ 91 11 i . � ` 1 ■ 1 . 7 . 1 Elm. � � No MA . 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Q5 4 f r ` s \�" p i L r' Coca bs _ �l1 _� �i I (' sc t5 .._. .. _ c �y lz r;?-17) „7 S'1 d o'i y 1� -7�c ol +1 (6 E�i 7 �l'�b� '�1 � : �a►�� F —AG aairnnowa 6S9Z-9t9 (090 9ZZ96 VM'VVVHJNI1138 'QAV -114"13 9 T TZ c3�� fn9C�2►�j.S b AOf JN1833NI5N3 SH39337 Ed wucc;b-0 MOE 50 'arw 55 CK905O 'OI.V SWOHd OI�Ii�91JIJIJ9 5a9J99z WOtl� old 7 olo 0 0 0 0 0 - ,. 0 0 0 momim -m mom 0 0 0 0 1 0 0 0 mlor 0 1 0 I NO 1. p .4 EAF4 •. 17 ■ or IN . . ll ■ • : • r r — ■ • m • ■ ■ ON i ■ • 0 r ■ No 0 — ■ ■ 1 i ■ 1 r J ■ 0 ME�• . • ■ . ■ ■ . , ■ ■ OEM ■ ■ M ■ . . •■JRWF NONE ■ . _ •t — IS . IN ■ ' F — OT • ■ ■ ■ J ■ •_ 0111 . . OR 1,6 -1 /-DOE 0 AI �zt a7� ..� ,1@Z'1 1� a•i�,t �5 O'i -tLrsf ?(awi? �-L ftntianb slva — na 09402HO IWO _ r. na auvinowo 699Z•9Lg d09$) 9ZZ86 VM'VVVHJNIll38 z10 2! - + 'oNins 'Gny 31.43013 91IZ go,. JNIN33NIJN3 SM3033Z Z.d WUTZ;k6 MOO 90 '-LTW 6S3Z9L9O92 : '01q 3fgOHd JIVi&331VY91V3 Sd3033Z WMU EE IL i I 1 ` ''- bri'� � i � ' �iL . . . ■ ` EdW ` J 1 ■ _ + _• 1 _ IL go 0 IL 1 �■ . . ■ on — • 9 i • • . ■ . ■ 1 ■ ■ — 01 — r 9r . - i <:j �• . . • • . FROM 2EEGERS ENGINEERING PHONE NO. 3606762659 Mar. 06 2002 04:20AM P1 ZEEGERS ENGINEERING doo yT V Fes.) 2115 Electric Ave. BELLINGHAM, WA 98226 (360) 676.2659 OALOULATED BY,,,.. DATC_- DHEQKEp BY ..,.__ DATF 'GALE L.` 76[,. t,,.L. I& Z PLr t D 7 Z. PLF �.-f l t�" rr•I r bIE X. f Z" Pot C14— x CD+�'i, n aami let air i • ■ it •� • 1 ME ■ • LIP. mi I - -r - -1. _ mjlr -0 • 1111111 • : Mir • ■ ■ ■ ■ . rL Pm ME - • f. NO • NJ •' OF 4 . • No • 0 0 ■ - ■ J • MIL . ■ 0 1 . MEIN R. • i .� . . ;. . •. t 0 — 91111111 0 - ME Uarco building Systems 1/16/01 WIND • MethodMethod) Wind Speed= 80 mph Stagnation Pressure, qs = 16.4 psf Exposure Coefficient, Ce= 1.14 Design Wind Pressure, Importance Factor, I = 1.00 P = (Ce)(Cq)(gs)(1) = 18.69 (Cq) psf Longitudinal . Total Endwall Area = 1260.00 Sq Ft Effective Endwall Sail Area = 630.00 Sq Ft Pressure, Cq : 0.80 Effective Pressue Load (P)(A) = 9.42 kips Suction, Cq : 0.50 Effective Suction Load (P)(A) = 5.89 kips Misc. Additional Load = 0.00 kips Additional Sail Areas 0.0 sq ft 15.30 kips 0.0 sq ft or, 7.65 kips per side -Endwall Column Forces Left Endframe ` Location : L. Eave Col 1 Col 2 R. Eave Elevation (ft) :i 18.50 21.83 21.83 - - - - 18.50 Area (sq ft) : 96.67 218.33 218.33 - - - - 96.67 Fp : 1.45 k 3.26 k 3.26 k 1.45 k Fs : 0.90 k 2.04 k 2.04 k 0.90 k Pressure Sum= 9 42 k Suction Sum= 5 89 k Combined Sum= 15.30 k fi Right Endframe Location : L. Eave Col 1 Col 2 R. Eave Elevation (ft) : 18.50 21.83 21.83 - - - - 18.50 Area (sq ft) : 96.67 218.33 218.33 - - 96.67 Fp : 1.45 k 3.26 k 3.26 k 1.45 k Fs : 0.90 k 2.04 k 2.04 k 0.90 k Pressure Sum= 9.42 k Suction Sum= 5 89 k Combined Sum= 15.30 k Endframe Lateral Wind Forces Left Side Right Side Cq Values Column Rafter Rafter Column Left Wind : 0.8 0.3 -0.7 -0.5 Right Wind : -0.5 -0.7 -0.9 0.8 Left Endframe Loads Based on a Trib. Width of 13.80 Ft ! Eff. Lateral Left Wind Force = 4.39 k Cq Eff. Lateral Right Wind Force = 2.84 k Left Wind RightCq E- Right Wind Loads Based on a Trib. Width of 13.80 Ft Eff. Lateral Left Wind Force = 4.39 k (Figure 1.0) Eff. Lateral Right Wind Force= 2.84 k I r 6 pp PAGE (. i i t I j i 1 l - • • : 0. SEISMIC ZONE 0 0 01 0 2A 0 2B (0 3 0 4 •Yn, ;i'3s• .- :+:Z= 0.3 TOTAL SEISMIC DEAD LOAD = 1 8.4 psf IMPORTANCE FACTOR = 1.00 SOIL TYPE SD by default COLLATERAL LOAD= 3.4 psf R Q0 ROOF DEAD LOAD= 2 5 psf RIGID FRAMES 4.5 2.8 FRAME'SELF WEIGHT= 2.5 psf POST,AND BEAM( 5.6 2.2 'SNOW LOAD= 25 psf LONGjTUDIN_Al"; 5.6 2.2 BUILDING WIDTH = 60 ft. ` BUIL'DING LENGTH=. 160 ft. (ZONE 4) NEAR SOURCE'FACTOR N8 = 1 5 J 1.5 default POST,& BEAM TRIB WIDTH = 13 8 ft. I RIGID'FRAME TRIG WIDTH = 2667 ft. ( SE$MIC COEF�h IENT Co 0.36 ._..._. .�..__ .. _3.. SIDEWALL BRACING calculated design i 0 PORTALS X-BRACING "RI", IQ`Ff (I11E`, (,'� tTrat = 0.78 1.00 -0.37 1.00 L ' M� J%spRG1=pN ti` 2 per side '` _ l: R �'' 1.18 1.18 f� . StBRACEb 1 ! RIGID FRAME TYPE _ 0 SHED FRAME Q RF/SSRF/MBC PERCENT SNOW LOAD USED FOR SEISMIC CALCULATIONS = 25 BRACED TO ONE SIDE IF SNOW IS > 30 PSF r. 0 YES NO - indicate minimum number of sw braces or portals per side, i.e. if one bay is braced on one side and two bays are braced on the other, indicate 1. For braced to one side indicate total number of braced bays. Note : 25% of snow load, if greater than 30 psf, is Garco's default position unless directed otherwise. LONGITUDINAL note: design roof seismic = V`p/1.4 The total design base shear need not exceed the following: design sw, conn., bracing seismic = V"omega/1.4 2.5 Ca ' I equation 30-5 governs seismic by default (30-5) V = R W= 1.35 psf diaphragm = .5"Ca"I`W/1.4 with p = 1.0 per code DESIGN ROOF;SEISMIC;LOAD= 1.14 psf = 10.96 kips total (use roof sz for portal sw load) DESIGN SIDEWALL SEISMIC LOAD *= 2.12 psf = 20.37 kips total (for x-bracing or portal conn's) CQNNECTIO DESIGN F�CTOR r= omega/p = 1.86 (for portals only) "` (use the max of the two roof irl E$Q ICI R. RAGM;I,OAD, *6=;, 1.08 psf = 10.37 kips total loads for roof design.) RIGID FRAME The total design base shear need not exceed the following: I - � (30-5) V= 2 5 Ra ' 1 W- 1.68 psf DESIGN ROOF SEISMIC LOAD= 1.20 psf = 1.92 kips total <DESIGN CQ NECTION;SEISMIC;LOAD:�r 3.36 psf = 5.38 kips total .14 CONK Ci'TION DESIGNACTOkjomega/p = 2.80 POST& BEAM The total design base shear need not exceed the following: I (30-5) V= 2.5 R a I W= 1.35 psf 'DESIGN ROOF,SI ISMIC'LOAD 0.96 psf = 0.80 kips tot l .,. DES! N.rBRACING SEISMIC LOAD, 2.12 psf = 1.76 kips tot . PAGE 3 OF - I. ,:� .� 1 .� r �. "1 =7MM JOB 0. FO EISMIC ZONE 0 01 02A 02B 03 �9 rti ;>•;. 5.i3tNy ,k.;4, 2= � 0.3 TOTAL SEISMIC DEAD LOAD - i 28 psf IMPORTANCE FACTOR= 1.00 SOIL TYPE PER 1636,2 = Sp by default PARTITION LOAD= 20 psf R Q" FLOOR DEAD LOAD= 6 psf ;` � '' .RIGID FRAM 4.5 2.8 FRAME SELF WEIGHT= 2 psf ; POST AND BEAM I 5.6 2.2 FLOOR LIVE LOAD= 50 psf LONGITUDINAL_ _ _j 5.6 2.2 BUILDING WIDTH = 60 ft. BUILDING LENGTH = 19 ft. (ZONE 4) NEAR-SOUR CE FACTOR N• 1.5 1.5 default POST& BEAAM TRIB WIDTH 10 ft. l;`" .,F" '>' n•f 'RIGID FRAME•TRIB WIDTH = 10 ft. t•: S IS IC.GOEF • e;. 0.36 SIDEWALL BRACING calculated design O PORTALS 0 X-BRACING RIGID FRAME REprCy 'C;TO 0.87 1.00 - Be 0.87 1.00 Xf�A IFtSjN B AYS BRAC ED`-: 1 " per side ?�jk 0.82 1.00 :+#OFF &BAOS�OD' BRACED;=w _ rRIGID FRAME TYPE O SHED FRAME O RF/SSRF/MBC PERCENT FLOOR LOAD USED BRACED TO ONE SIDE FOR SEISMIC CALCULATIONS = �% O YES O NO - indicate minimum number of sw braces or portals per side, i.e. if one bay is braced on one side and two bays are braced on the other, indicate 1. For braced to one side indicate total number of braced bays. LONGITUDINAL note: design roof seismic=V"p/1.4 i The total design base shear need not exceed the following: design sw, conn., bracing seismic = V"omega/1.4 2.5 " Ca ' I equation 30-5 governs seismic by default (30-5) V= _R W= 4.50 psf diaphragm = .5*Ca"I'W/1.4 with p = 1.0 per code DESIGN ROOF SEISMIC LOAD:= 3.21 psf = 3.66 kips total " (use roof sz for portal sw load) DESIGN SIDEWALL SI_ISMIC,LOAD "= 7.07 psf = 8.06 kips total (for x-bracing or portal conn's) CONNECTION DESIGN FACTOR- jomega/p = 2.20 (for portals only) "" (use the max of the two roof PA P .F.ZArNMil�(1P,De"Y"" 3.60 psf = 4.10 kips total loads for roof design.) RIGID FRAME The total design base shear need not exceed the following 5 " Ca " I (30-5) V = 2. R W= 560 psf DESIGN ROOF,SEISMIC1 LOAD= 4.00 psf = 2.40 kips total DESIGN CONNECTION SEISMIC`LOAD. 11.20 psf = 6.72 kips total CONNECTION DESIGN_fA OR.= lomega/p = 2.80 POST&BEAM The total design base shear need not exceed the following: (30-5) V= 2,5 R a I W= 4.50 psf DESIGN ROOF SEISMICLOAD' 3.21 psf = 1.93 kips total DESIGWBRACING SEISMIC'LOAD�� 7.07 psf = 4.24 kips total �_ PAGE OAF harco Building Systems 1/12/U1 Material Yields Allow 1/3 increase in working stress for Wind. Purlins, Fy: 55 ksl Q No Q Yes 77Cladding, Fy: 80 kSl ROOFPANEL Gage 8 Type yj Q-26Ga;RW. Applicable Dead + (Snow or Live) Load = 26.0 Psf 21 Ga, RW Allowable Load (based on Multi-Span) = 35.9 Psf Q 24 Ga,GML Panel is OK for Applied Load& 60.0 in purlin spacing. r,__..-..__... (Figure 2.0) Q By Others Purlin Uniform Spacing : 60.0 _inches o.c. Q Simple Span Bay Size : 26.7 Feet _ Q• Lapped Span Purlin Size : 10Z16 3.66 Ib/ft -- Q Lapped Two Span Max. Allowed C.S.R. : 1.0_ Gravity Condition Bay Size Unit Load Trib. Width Applied Allowed C.S.R. Check Full Span Bending => 26.67 Ft 29.4 psf 5.00 Ft 150.7 plf 15.1.9 plf 0.99 OK Deflection Ratio => L/227 a' Wind Condition Bay Size Gross, Cq Net, Cq Applied ' . -Allowed C.S.R. .,- 'Check, Full Span Bending => 26.67 Ft -1.3 -1.0 -84.8 plf 141.4 plf _0.60 _ OK Ridge Edge Zone => 26.67 Ft -2.6 -1.8 -95.7 plf 141.4 plf _�. K0.6 O Rake Edge Zone=> 26.67 Ft -2.6 -1.8 -35.5 plf_ 141.4plf 0.25 OK Eave Edge Zone => 26.67 Ft -2.6 -1.8 -159.5 plf 202.0 plf 0.79 OK A positive applied load is"inward"and a negative applied load is"outward" Eave purlin to be simple span, if bay is less than 26', and a std gauge heavier than the lapped purlins USE 10 ZW Purlini's @ 60.0 in o.c. LAPPED SPAN ) 12 Rake Edge Zone 2 r- Eave Edge Zone 160.0' Corner Edge Zone ' 6.0' ' A (Figure 3 0) C�" GML Seaming Roof Panel Seaming Requirements i 0 Gable 1 :12 or Less Building Width : 60' Eave Height: 19' Building Length : 160' Roof Slope : 2.00 /12 0O Gable> 1 � 0 Single Slope Wind Uplift Loading r Wind Speed : 80 . Basic Pressure, qs : 16.4 psf O Un/Enclosed Exposure Factor: C Gust Factor,C. : 1.14 0 Partially Enclosed Importance Factor: 1.00 Wind Pressure, P : 18.7 psf r Nominal Purlin Spacing : 60 in. Nominal Tributary Area : 30 scl.ft. Zone I : Field Seam : Roll-Lok Gross Cq: 1.30 r Net Cq: 1.23 Purlin Spacing : 60 in. Applied Uplift Pressure : 21.9 psf Allowable Uplift Pressure : 33.5 psf OK rZone 2: Rake Seam : l9o[MLdlok Gross Cq : 2.60 Net Cq: 2.42 Purlin Spacing : 60 in. Applied Uplift Pressure : 44.2 psf Allowable Uplift Pressure : 58.3 psf OK Zone 3: Eave . . : r Seam : WdMtdlok Gross Cq : 2.60 Net Cq: 2.42 Purlin Spacing : 60 in. Applied Uplift Pressure : 44.2 psf Allowable Uplift Pressure : 58.3 psf OK r Ridge - - —- - 6.00 i 2 O 2 60' 6.00' g Eave - 6.00' 160' Page 1 fir?"'-R ENCINL,-,,.. - y - 6 OF I 1 J I 1 Y. r A I S I S T R E S S C H E C K 1989 edition 1 ' Print file D:\MBP\USS\21064_99.CHK created on 07/23/2001 at 11:31:49 r CLIENT: Backstrom/ Six Bay TITLE : purlins ■ Data read from D:\MBP\USS\21064_99.MBP created on 07/23/19** at 11:31:00 Elem. Leng. M/Ma(Comb,Sec) V/Va(Comb,Sec) CBS(Comb,Sec) CAB(Comb,Sec) Defl(Comb,Sec) L/150. (ft) (in) (in) 1 1.00 -.008 (01,11) -.038 (01,11) .002 (01,11) .000 (00,00) .178 (01,01) .160 r J 2 22.00 .722 (01,05) -.473 (01,11) .522 (01,05) .000 (00,00) -1.179 (01,06) 2.053 3 3.67 -.650 (01,11) -.309 (01,11) SIB (01,11) .000 (00,00) -.281 (01,01) 2.053 4 3.67 -.650 (01,01) .275 (01,01) A98 (01,01) .000 (00,00) .063 (01,09) 2.133 r 5 20.67 -.578 (01,01) .405 (01,01) .499 (01,01) .000 (00,00) -.229 (01,06) 2.133 6 2.33 -.456 (01,11) -.239 (01,11) .265 (01,11) .000 (00,00) .009 (01,06) 2.133 7 2.33 -.456 (01,01) .250 (01,01) .270 (01,01) .000 (00,00) -.070 (01,11) 2.133 ( 8 22.00 -.594 (01,11) -.434 (01,11) .541 (01,11) .000 (00,00) -.533 (01,06) 2.133 ® 9 2.33 -.528 (01,11) -.263 (01,11) .348 (01,11) .000 (00,00) -.039 (01,01) 2.133 10 2.33 -.528 (01,01) .263 (01,01) .348 (01,01) .000 (00,00) -.039 (01,11) 2.133 I 11 22.00 -.594 (01,01) .434 (01,01) .541 (01,01) .000 (00,00) -.532 (01,06) 2.133 12 2.33 .456 (01,11) -.250 (01,11) .270 (01,11) .000 (00,00) -.070 (01,01) 2.133 13 2.33 -.456 (01,01) .239 (01,01) .265 (01,01) .000 (00,00) .009 (01,06) 2.133 i ( 14 20.67 -.578 (01,11) -_.405 (01,11) .499 (01,11) .000 (00,00) -.229 (01,06) 2.133 11 15 3.67 .650 (01,11) -.275 (01,11) .498 (01,11) .000 (00,00) .063 (01,03) 2.133 16 3.67 .650 (01,01) .309 (01,01) .518 (01,01) .000 (00,00) -.281 (01,11) 2.053 17 22.00 .722 (01,07) .473 (01,01) .522 (01,07) .000 (00,00) -1.179 (01,06) 2.053 I 18 1.00 -.008 (01,01) .038 (01,01) .002 (01,01) .000 (00,00) .178 (01,11) .160 ( I 1r` �l T"�P'99 war" Gb'�� S 1 i t 1 i i � uar�u uullainy '�yswllls 11 I[/u Material Yields Girt,, Fy 55 ksi Cladding, Fy 80 ksi Max. Allowed C.S.R. : 1.0 WALLPANEL Gage&Type 0 26 Ga,RW Panel Pressure Coefficient, Cq : 1.2 0 24 Ga, RW Applicable Wind Load = 22.4 Psf 26 Ga,AW Allowable Load (based on Multi-Span) = 33.0 Psf DQ Panel is OK for Applied Load& 72.0 in max.girt spacing. 0 By Others (Figure 4.0) • Maximum Girt Trib 72.0 inches •0 Lapped 0 Two Span 0 Simple 0 Simple w/Sag Angles Girt Size 8Z16 Location Bay Size Gross, Cq Net, Cq Applied Allowed C.S.R. Check Full Span Bending => 26.67 Ft 1.2 0.9 100.9 pif 112.0 pif 0.90 OK Edge Zone=> 26.67 Ft 1.5 1.2 21.5 pif 112.0 pif 0.19 OK USE BZ16 SW Girls Lapped Span 1 J BOTTOM Maximum Girt Trib 72.0 inches 0 Lapped 0 Two Span 0 Simple DQ Simple w/Sag Angles Girt Size 8Z14 Location Bay Size Gross, Cq Net, Cq Applied Allowed C:S,R `', '. Gheck` Full Span Bending=> 26.67 Ft 1.2 0.9 100.9 pif 105.9 pif 0.95 OK Edge Zone=> 26.67 Ft 1.5 1.2 21.5 pif 105.9 pif 0.20 OK I USE 8Z14 SW Girls Simple Span w/Sag Angles Maximum Girt Trib : 72.0 inches 0 Lapped 0 Two Span 0 Simple 0 Simple w/Sag Angles 1, Interior Girt Size 8Z17 Corner Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq Applied Allowed C.S:R;` Max. Interior Bay=> 20.00 Ft 1.2 0.9 100.9.p1f 134.5 pif 0.75 OK Comer Bay Full Span=> 20.00 Ft 1.2 0.9 100.9 pif 134.5 plf 0.75 OK Edge Zone=> 20.00 Ft 1.5 1.2 35.0 plf 134.5 pif 0.26 OK USE 8Z17 Interior EW Girts 1 Span Simp USE 8Z17 Corner EW Girts r J w/Sag Angles fC Maximum Girt Trib : 72.0 inches 0 Lapped 0 Two Span 0 Simple 0 Simple w/Sag Angles Interior Girt Size 8Z17 Corner Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq Applied Allowed C.S.R. Check Max. Interior Bay=> 20.00 Ft 1.2 0.9 100.9 pif 179.6 pif 0.56 OK Corner Bay Full Span=> 20.00 Ft 1.2 0.9 100.9 pif 179.6 pif 0.56 OK r Edge Zone=> 20.00 Ft 1.5 1.2 35.0 pif 179.6 pif 0.19 OK USE 8Z17 Interior EW Girls l Lappe appeJd USE 8Z17 Corner EW Girls 1 - J I rig =� E Lg OF i I I. i J J J Garco, ENGINEERING/ DETAILING &'ild'ngSyst©ms POLICY MANUAL 73UBJECT : POLICY NUMBER PAGE NUMBER K-11 1 OF 1 CANTILEVER CANOPY DESIGN PARAMETERS ISSUE DATE REVISION DATE 5/3/88 AUTHORITY: APPROVAL DESIGN POLICIES APPROVAL POLICY: 1 . ) SIZES, BOLTING & WELDS SHOWN ARE FOR 1000 PLF OR LESS. 2 . ) MAX . WIND LOAD = 80 MPH, EXP. "C", Cq 3 . ) MAX . BAY SPACE = 30' -0" UB C AL P 1RL 1 ES TH Z ! SE ED ZAE _ All 4a PEX N �A►yoPY l.�T(UTrI t BOLTING FOR 5 '-0" CANOPY LENGTH MIN. FLANGE THK. WEB THK. WEB DEPTH WEB DEPTH AT END AT BRACKET r/4� t 1 N --�.1 O J O CDO CD CD O O O 'n O 1n O 00 N M cD .- i ul W Q n N r In IT q 00 (O U O O O m x in t0 O O \ / l cn ao o E �} CC) r7 0 O 1' O `O r Z co ai O n W N Y J � m r a0 0 0 � o00 m W �I j CD 0 0 o00 �� V Nr- � � O 0 0 0 .- N CD W O O O Y In 0 0 0 0 O O I� za � � . nl� co � _~O W oc-, C, Y 3v NInN 3 Y 0 0 0 W W ` 9 s � N O O W 4. d u LC) Lo O O O ! Z 0 0 0 00 0 0 pp to 20 0 0 0 Ln 4 0 WLp Up c0 l0 � N r7 W .- .o O O O � f 7 V l(1 L1"1 Lo L2 H N " N O O O O O n O O W O O O N Q 5 0 0 0 O W O O O O O O ti rlVc l0 lD In O O Cl U (A r3 VI W N r7 —011 O r7 I � w v v LoC 0 0 N N cr N W l0 m W � Q Z Q AlCDr J m 1 1 Y n � F i PAGE OF a t � lb `/ In N i ,_ i ;� 7NNECTION DESIGN -,AD AND CONNECTION CRITERIA JOB NUMBER: 21064 ENTITY: A FRAME: 1 CONNECTION #: 1 Linked w/ (7) FRAME LOCATION: CONNECTION TYPE: BASE PLATE Bolt Design Forces Plate and Weld Design Forces 1.0 SW+1.0 DL+1.0 CL+1.0 SL-L 1.0 FL Shear Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -6.65 kips : Shear : -6.65 kips 1.0 SW+1.0 DL+1.0 CL-I 1.0 SL-i 1.0 FL Axial Load Combination : 1.0 'SW + 1.0 DL + 1.0 CL + 1.0 SL -21.23 kips : Axial : -21.23 kips CONNECTION RESULTS COLUMN DIMENSIONS BOLTS ( A307 ) i IOuter Flange Width: 6.0000 inches Number of Bolts: 4 Outer Flange Thickness: 0.2500 inches Bolt Size: 0.7500 inches { Web Depth: 7.4375 inches Allowable Stress Increase: 1.00 IWeb Thickness: 0.1270 inches Inner Flange Width: 6.0000 inches Total Actual Shear Force: -6.65 kips i Inner Flange Thickness: 0.3125 inches Total Allowable Shear Force: 17.60 kips Total Actual Tensile Force: 0.00 kips ITotal Allowable Tensile Force: n/a kips PLATE DESIGN f Base Plate Width: 6.0000 inches Base Plate Depth: 8.0000 inches Plate Thickness: 0.3750 inches tE Outer Cantilever: 0.0000 inches Inner Cantilever: 0.0000 inches Bearing Area: 22.0353 sq. inches I Allowable Concrete Bearing: 1487.50 psi 8" Actual Axial Force: -21.23 kips 3/8" PLATE Allowable Axial Force: -32.78 kips A3074 �BOLTS p DD WEB WELD DESIGN I 0 Web Weld: 3/16" Single _�_r_ _ , . N Actual Shear Force: -6.65 kips 6" T N E E Allowable Shear Force: 14.02 kips R R Allowable Stress Increase: 1.00 I e FLANGE WELD DESIGN Flange Weld: 1/4" Single f 1/4• Actual Axial Force: -21.23 kips Allowable Axial Force: -44.54 kips Allowable Stress Increase: 1.00 _ I II �_-•_----.� 4-(Bolts) With 3/8" Plate VAGE ®� 3/4" A 307 at 4.00" O.C. Spacing - �.... r. . • I Y- - - - - a .;. r I � � I� 7NNECTION DESIGN -AD AND CONNECTION CRITERIA IOB NUMBER: 21064 ENTITY: A FRAME: 1 CONNECTION #: 2 Linked w/ (6) `"RAME LOCATION: ... CONNECTION TYPE: HAUNCH Outside Connection I Inside Connection 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL Load Combination 1.0 SW + 1.0 DL + 1.0 LWL I + 1.0 FL 1 95.81 kip ft (-) Moment 58.93 kip ft (+)0.00 kips : Tension : 5.76 kips 6.57 kips Shear 2.12 kips 1 24.47 inches : Dist. L1, R1 to comp. fig. : 24.47 inches 2 pairs Trial Number of Bolt pairs 2 pairs 1 0.750 Inch : Trial Bolt Size : 0.750 inch 3.00 Inches Bolt Spacing 3.00 inches 1 3.00 inches Bolt Gage 3.00 inches 1.00 Allowable increase for Wind or Seismic 1.33 CONNECTION RESULTS 1 BOLTS 0.82 kips <= Shear load / pair => 0.26 kips 9.28 kips <= Shear capacity / pair => 12.37 kips I 26.55 kips <= R1 / pair => 16.33 kips 26.55 kips <= Max. Bolt Load / pair => 17.77 kips _38.72�kips <= Bolt capacity / pair => 51.82 kips rOK to us� OK to use A-325 3/4" bolts 1 ( ) 3/4" bolts CONNECTION PLATE Plate Yield: 55 ks'I 1.01 inches <= le flange * => 0.98 inches 0.86 inches <= le gusset * => 0.86 inches 6.10 kips <= Peff (load to flange) * => 4.15 kips 3.08 kips in <= Mu Max ** => P 2.03 kips in 0.07 in-3 <= S req => I 0.04 in-3 0.39 inces I <_= T req =_> I 0.27 inches h ---=: x Peff is a weighted value base on le flange and le gusset, Mu max is equal to Peff (flange) x le flange. M = PL/2 for standard conn. and flush Conn. w/ optional gusset. M = PL for flush connection (standard gussets). lY T OUTSIDE - INSIDE D D 3 per set--- V of holes •A - FY I Ff SIZE EQUALS FLANGE OR GUSSET THICKNESS ) FILLET SIZE EQUALS WEB THICKNESS, WN. 3/I6- 4 = FULL PENETRATION WELD FOR PLATE THICKNESS 3/16'-1/2. FULL PENETRATION WELD FOR PLATE THICKNESS 5/8" - 1. I1 -2 (Pair) Outside With 1/2" Plate and 2 (Pair) Inside 1 3/4" A-325 at 3.00" O.C. Spacing PAr3E 12 0 Ti a - — - - - - � f: r. ��� �� �!� r • 'S :� < _ ;� I ONNECTION DESIGN ­jAD AND CONNECTION CRITERIA .JOB NUMBER: 21064 ENTITY: A FRAME: 1 CONNECTION #: 4 FRAME LOCATION: CONNECTION TYPE: RIDGE Outside Connectionj IInside Connection 1.0 SW + 1.0 DL + 1.0 LWL 1 + 1.0 FL Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL 13.69 kip ft (-) Moment 38.65 kip ft (+) 2.76 kips Tension 0.00 kips I0.52 kips Shear 0.00 kips 1 17.47 inches : Dist. L1, R1 to comp. fig. : 17.47 inches 2 pairs Trial Number of Bolt pairs 2 pairs 0.750 inch Trial Bolt Size 0.750 inch 3.00 inches Bolt Spacing 3.00 inches 3.00 inches Bolt G I age 3.00 inches 1.33 Allowable increase for Wind or Seismic 1.00 CONNECTION RESULTS BOLTS 0.06 kips <= Shear load / pair => 0.00 kips 12.37 kips <= Shear capacity / pair => 9.28 kips 5.58 kips <= R1 / pair => 15.75 kips 1 j 6.27 kips <= Max. Bolt Load / pair => 15.75 kips 51.83 kips <= Bolt capacity / pair => 38.88 kips OK to use OK to use 3/4_ bolts ( A-325 ) 3/4" bolts 1 �� CONNECTION PLATE Plate Yield: 55 ksi 1.01 inches <= le flange * => 1.01 inches 0.86 inches <= le gusset * => 0.86 inches 1.44 kips <= Peff (load to flange) * => 3.62 kips 0.73 kips in <= Mu max ** => 1 1 1.83 kips in f 0.01 in-3 <= S req => I 0.04 in-3 70.16 Inches <_= T req =_> i 0.30 inches x Peff is a weighted value base on le flange and to gusset, Mu max is equal to Peff (flange) x le flange. M = PL/2 for standard Conn, and flush Conn, w/ optional gusset, M = PL for flush connection (standard gussets), R OUTSIDE �- A V T3 D 3" per set % of holes ■ D v.._ = FILLET SIZE EQUALS FLANGE OR GUSSET THICKNESS INSIDE = FILLET SIZE EQUALS WEB THICKNESS, Mt, 3/16' ` i C7y�";K`y.`�•�;1r,p. _,.., .M❑ III 2 (Pair) Outside With 3/8" Plate and 2 (Pair) Inside PAGE 3/4" A-325 at 3.00" O.C. Spacing a — - - - - - — r .� -)NNECTION DESIGN �-AD AND CONNECTION CRITERIA '08 NUMBER: 21064 ENTITY: A FRAME: 1 CONNECTION #: 7 Linked w/ (1) rRAME LOCATION: CONNECTION TYPE: BASE PLATE IBolt Design Forces Plate and Weld Design Forces 1.0 SW+1.0 DL+1.0 CL+1.0 SL+1.0 FL Shear Load Combination ; 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -6.65 kips : Shear : -6.65 kips 1.0 SW+1.0 DL+1.0 CL+1.0 SL+1.0 FL Axial Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -21.23 kips Axial -21.23 kips CONNECTION RESULTS COLUMN DIMENSIONS BOLTS ( A307 ) ( , Outer Flange Width: 6.0000 inches Number of Bolts: 4 Outer Flange Thickness: 0.2500 inches Bolt Size: 0.7500 inches Web Depth: 7.4375 inches Allowable Stress Increase: 1.00 Web Thickness: 0.1270 inches Inner Flange Width: 6.0000 inches Total Actual Shear Force: -6.65 kips Inner Flange Thickness: 0.3125 inches Total Allowable Shear Force: 17.60 kips Total Actual Tensile Force: 0.00 kips Total Allowable Tensile Force: n/o kips PLATE DESIGN Base Plate Width: 6.0000 inches Base Plate Depth: 8.0000 inches Plate Thickness: 0.3750 inches Outer Cantilever: 0.0000 inches Inner Cantilever: 0.0000 inches i Bearing Area: 22.0353 sq. inches f a" Allowable Concrete Bearing: 1487.50 psi - - 3/8" PLATE Actual Axial Force: -21.23 kips - 3/16" W/ (4) 3/4" Allowable Axial Force: -32.78 kips A307 BOLTS 1I A ® WEB WELD DESIGN } 1 0 Web Weld: 3/16" Single ' r1 B Actual Shear Force: -6.65 kips N -- - T 6" E E Allowable Shear Force: 14.02 kips � R R Allowable Stress Increase: 1.00 NO a FLANGE WELD DESIGN I - Flange Weld: 1/4" Single i J 1/4" -- Actual Axial Force: -21.23 kips Allowable Axial Force: -44.54 kips Allowable Stress Increase: 1.00 IJ (I :J I 4 (Bolts) With 3/8" Plate MAE ).5 OF 3/4" A-307 at 4.00" O.C. Spacing N O O O I- ^� N O O O l0 O n O tO O 00 N [0 L0 ry W d Z d N CL a O N N N D O N m N O (I- V! O rn U — O > m X _ (n m O CD \ \ 00 00 O E N M O OD f- O O` O n O1 O iA W U J a m O O O ,r• CD O CDy w o n o �0000 r- - N ON N O DO (�I = O O O CD 1 v W O O O - 0l O O O O Lr) O 1O Z Q 00 N CIJ r'"1 !] D N O - 1 O ifI O In L" O rr) 00 w - 0 0 0 o w w N \J w m C�U �FIo O O p p Cnp O OO O 00 00 p00 , c0 cD lO Ln O O 0 0 In N N (N N � O O O O O C) aO li pp w O O O 9N Q J r� O D O O O J Q HQ U vc c0 CIO Lr) O J 30 O N M m U fn = Ln 7 ' 4 M O O QI M r N O O p N N tV O - w � 0 m I PikrlE OF m �NNECTION DESIGN -� L-tAD AND CONNECTION CRITERIA JOB NUMBER: 21064 ENTITY: A FRAME: 3 CONNECTION #: 1 Linked w/ (7) FRAME LOCATION: CONNECTION TYPE: BASE PLATE Bolt Design Forces Plate and Weld Design Forces 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL Shear Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -12.24 kips : Shear : -12.24 kips 1.0 SW + 1.0 DL -+- 1.0 CL + 1.0 SL Axial Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -33.58 kips : Axial : -33.58 kips CONNECTION RESULTS COLUMN DIMENSIONS BOLTS ( A307 ) 1 Outer Flange Width: 6.0000 inches Number of Bolts: 4 Outer Flange Thickness: 0.2500 inches Bolt' Size: 0.7500 inches Web Depth: 7.3750 inches Allowable Stress Increase: 1.00 1 Web Thickness: 0.1570 inches Inner Flange Width: 7.0000 inches Total Actual Shear Force: -12.24 kips Inner Flange Thickness: 0.3750 inches Total Allowable Shear Force: 17.60 kips Total Actual Tensile Force: 0.00 kips t Total Allowable Tensile Force: n/a kips 1 PLATE DESIGN Base Plate Width: 8.0000 inches 1 Base Plate Depth: 8.0000 inches Plate Thickness: 0.3750 inches Outer Cantilever: 0.0000 inches 1 Inner Cantilever: 0.0000 inches 6" Bearing Area: 23.6099 sq. inches 3/8" PLATE Allowable Concrete Bearing: 1487.50 psi 1' 3/16" '- _w/ (4) 3/4" Actual Axial Force: -33.58 kips A307 BOLTS Allowable Axial Force: -35.12 kips f - T • • } WEB WELD DESIGN I t 0 1 Web Weld: 3/16" Single r _ __ N 6' T N 7• Actual Shear Force: -12.24 kips E E Allowable Shear Force: 17.19 kips R R Allowable Stress Increase: 1.00 FLANGE WELD DESIGN Flange Weld: 1/4" Single Actual Axial Force: -33.58 kips Allowable Axial Force: -48.25 kips Allowable Stress Increase: 1.00 1 ri _ lii. I I 4 (Bolts) With 3/8" Plate 1 3/4" A-307 at 4.00" O.C. Spacing MOM II -)NNECTION DESIGN I_ AD AND CONNECTION CRITERIA JOB NUMBER: 21064 ENTITY: A FRAME: 3 CONNECTION #: 2 Linked w/ (6) FRAME LOCATION: ... CONNECTION TYPE: HAUNCH Outside Connection Inside Connection 1.0 SW + 1.0 DL + 1.0 CL 1.0 SL Load Combination 1.0 SW + 1.0 DL + 1.0 LWL 1 196.67 kip ft (-) Moment 120.31 kip ft (+) 0.00 kips Tension 11.86 kips 12.24 kips Shear 4.61 kips 29.06 inches Dist. L1, R1 to comp. flg. 29.06 inches 1 3 pairs Trial Number of Bolt pairs 2 pairs 0.750 inch Trial Bolt Size 0.750 inch 3.00 inches Bolt Spacing 3.00 inches 3.00 inches Bolt Gage 3.00 inches 1.00 Allowable increase for Wind or Seismic 1.33 CONNECTION RESULTS BOLTS I 1.22 kips <= Shear load / pair => 0.58 kips 'I) 9.28 kips <= Shear capacity / pair => 12.37 kips 1 y 33.37 kips <= RI / pair => 27.54 kips 33.37 kips <= Max. Bolt Load / pair => 30.51 kips 1 38.54 kips <= Bolt capacity / pair => 51.78 kips OK to use ( A-325 ) l 3/4" bolts � to 4 busts CONNECTION PLATE Plate Yield: 55 ksi 1.01 inches <= le flange * _> 0.95 inches 0.86 inches <= le gusset * _> 0.86 inches 1 7.67 kips <= Peff (load to flange) * _> 7.25 kips } 3.88 kips in <= Mu Max ** _> 3.44 kips in -� 0.09 in-3 <= S req => } 0.06 in f0.43 inches I <_= T req =_> i 0.35 inches Peff is a weighted value base on le flange and le gusset, Mu Fnax is equal to Peff (flange) x le flange. M = PL/2 for standard Conn. and flush Conn. w/ optional gusset, M = PL for flush connection (standard gussets). 3/16" - G1 A A T OUTSIDE - - -- - INSIDE I� ---� 1/4. D lul D 2 I r\ D j�3" per set H'� of holes jII i A f11ET SJZE EQUALS FLANGE OR GUSSET FIMCKKESS D fILLET SIZE EQUALS WED THICKNESS.MN. 3/16- N rtu PENETRATION WELD FOR PLATE TIDCKNESS 3/16'-1/2'. FULL PENEI 10#WELD fOR PLATE nRCKNCSS 5/6' 3 (Pair) Outside With 1/2" Plate and 2 (Pair) Inside 3/4" A-325 at 3.00" O.C. Spacing PAGE OF 1 P� �I JI 11 :i�, -)NNECTION DESIGN L-AD AND CONNECTION CRITERIA JOB NUMBER: 21064 ENTITY: A FRAME: 3 CONNECTION #: 4 FRAME LOCATION: - CONNECTION TYPE: RIDGE Outside Connection I Inside Connection 1.0 SW + 1.0 DL + 1.0 LWL I Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL 26.84 kip ft (-) Moment 74.84 kip ft (+) 5.75 kips Tension 0.00 kips 1.17 kips Shear 0.45 kips "I 21.53 inches Dist. L1, R1 to comp. fig. 21.53 inches l 2 pairs Trial Number of Bolt pairs 2 pairs 0.750 inch Trial Bolt Size 0.750 inch 1 3.00 inches : Bolt Spacing : 3.00 inches i 3.00 inches Bolt Gage 3.00 inches 1.33 Allowable increase for Wind or Seismic 1.00 CONNECTION RESULTS BOLTS 0.15 kips <= Shear load / pair => 0.06 kips - i 12.37 kips <= Shear capacity / pair => 9.28 kips j 8.59 kips <= R1 / pair => 23.96 kips 10.03 kips <= Max. Bolt Load / pair => 23.96 kips 51.83v kips <= Bolt capacity / pair => 38.88 kips OK to use ( A-325 ) OK to use 3/4" boltj 3/4" bolts CONNECTION PLATE Plate Yield: 55 ksi 1.01 inches <= le flange * => 1.01 inches 086 inches <= le gusset * => 0.86 inches 2.31 kips <= Peff (load to flange) * => 5.51 kips 1.17 kips in <= Mu Max ** => 2.78 kips in 0.02 in-3 <= S req => 0.07 in-3 �0.21 inches <_= T req =_> i [ 0.37 inches Peff is a weighted value base on le flange and le gusset. Mu max Is equal to Peff (flange) x le flange. xx M = PL/2 for standard Conn, and flush Conn, w/ optional gusset, M = PL for flush connection (standard gussets). 1 OUTSIDE 1/4,. D- A D- 1 -T3 D N 3" per set--I� of holes D � A = FILLET SIZE EQUALS FLANGE OR GUSSET THICKNESS INSIDE 0 - FILLET SIZE EQUALS WEB 11{CKNES_S, MIN. ]/IG' _L 2 (Pair) Outside With 3/8" Plate and 2 (Pair) Inside VALE '� 3/4" A-325 at 3.00" O.C. Spacing �F - )NNECTION DESIGN L,AD AND CONNECTION CRITERIA OB NUMBER: 21064 ENTITY: A FRAME: 3 CONNECTION #: 6 Linked w/ (2) RAME LOCATION: ._. CONNECTION TYPE: HAUNCH Outside Connection I Inside Connection 1.0 SW + 1.0 DL -1 1.0 CL + 1.0 SL Load Combination 1.0 SW + 1.0 DL + 1.0 RWL 1 171.54 kip ft (-) Moment 114.22 kip ft (+) i 0.00 kips Tension 11.66 kips I 12.24 kips Shear 4.72 kips 29.06 inches Dist. L1, R1 to comp. fig. 29.06 inches 1 3 pairs : Trial Number of Bolt pairs : 2 pairs 0.750 inch Trial Bolt Size 0.750 inch 3.00 inches Bolt Spacing 3.00 inches 3.00 inches Bolt Gage 3.00 inches 1 1.00 Allowable increase for Wind or Seismic 1.33 CONNECTION RESULTS BOLTS 1.22 kips <= Shear load / pair => 0.59 kips l 9.28 kips <= Shear capacity / pair => 12.37 kips 29.10 kips <= RI / pair => 26.14 kips i29.10 kips <= Max. Bolt Load / pair => 29.06 kips 38.54 kips <= Bolt capacity / pair => 51.78 kips OK to use ( A-325 ) OK to use 3/4" bolls 3/4" bolts CONNECTION PLATE Plate Yield: 55 ksi 1.01 inches <= le flange * => 0.95 inches 0.86 inches <= le gusset * => 0.86 inches 6.69 kips <= Peff (load to flange) * => 6.91 kips 3.38 kips in <= Mu Max ** => 3.28 kips in 0.08 in-3 <= S req => i 0.06 in-3 inches <_= T req =_> I 0.35 inches l X Peff is a weighted value base on le flange and le gusset. Mu max is equal to Peff (f(ange) x le flange, M = PL/2 for standard conn, and flush Conn. w/ optional gusset. M = PL for flush connection (standard gussets). I 3/16" A � C1 1 A INSIDE - - - OUTS I T IDE N D H se I1 D � 3" pet t of holes ,A FILLET SIZE EQUALS FLANGE OR GUSSET THICKNESS 0 FILLET SIZE EQUALS WEB THICKNESS, MIN 3/I6- 4 - FULL PDIISPATION WELD FOR PLATT THICKNESS 3/16'-1/2' 1,,�'r •:_T . I 1 ••- J a FULL PENfIRATION WELD FOR PLATE THI[XNCSS 5/B' - I�. 3 (Pair) Outside With 1/2" Plate and 2 (Pair) Inside - -- ��;D�� �� A- 3/4" A-325 at 3.00" O.C. Spacing ®� c �.1 ^I y DNNECTION DESIGN LoAD AND CONNECTION CRITERIA ,JOB NUMBER: 21064 ENTITY: A FRAME: 3 CONNECTION #: 7 Linked w/ (1) !FRAME LOCATION: ... CONNECTION TYPE: BASE PLATE Bolt Design Forces Plate and Weld Design Forces 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL Shear Load Combination : 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -12.24 kips : Shear : -12.24 kips i 1.0 SW + 1.0 DL 1 1.0 CL + 1.0 SL Axial Load Combination 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL -25.29 kips : Axial : -25.29 kips CONNECTION RESULTS COLUMN DIMENSIONS BOLTS ( A307 ) IOuter Flange Width: 6.0000 inches Number of Bolts: 4 1 Outer Flange Thickness: 0.2500 inches Bolt"Size: 0.7500 inches l Web Depth: 7.3750 inches Allowable Stress Increase: 1.00 JWeb Thickness: 0.1570 inches 1 Inner Flange Width: 7.0000 inches Total Actual Shear Force: -12.24 kips J Inner Flange Thickness: 0.3750 inches Total Allowable Shear Force: 17.60 kips Total Actual Tensile Force: 0.00 kips Total Allowable Tensile Force: n/o kips IPLATE DESIGN Base Plate Width: 8.0000 inches Bose Plate Depth: 8.0000 inches Plate Thickness: 0.3750 inches Outer Cantilever: 0.0000 inches Inner Cantilever: 0.0000 inches T_ a' Bearing Area: 23.6099 sq. inches 3/e" PLATE Allowable Concrete Bearing: 1487.50 psi - 3/ts" IV - -�W- (4) 3/4" Actual Axial Force: -25.29 kips A307 BOLTS I Allowable Axial Force: -35.12 kips • • WEB WELD DESIGN 0 Web Weld: 3/16" Single N 7" N T g• Actual Shear Force: -12.24 kips E E Allowable Shear Force: 17.19 kips R R Allowable Stress Increase: 1.00 1 • • FLANGE WELD DESIGN } Flange Weld: 1/4" Single Actual Axial Force: -25.29 kips ' Allowable Axial Force: -48.25 kips Allowable Stress Increase: 1.00 I II I �L =�:•�^�_Y��:-^•--_4 (Bolts) With• 3/8". Plate � t' 3/4" A-307 at 4.00" O.C. Spacing PAGE-L��jF =., �+ ,;�+ _� - f` �, �� I r b� H� �. `�' ��`, i- 1 N f O O O N O O O m O O o0 N ] lD r .. G W a w w N > O NQQ N m i LDDOOrn l/1 Lr) O N m oo a1 0) r- V 0 0 0 0 o m x _ N m to O n O \ A T O) Ln rA N EE F O t N � yr 0 J Y V U l O m CDO CDo c�� a O O O O w .¢.1 Lm- 0 0 0 0 .J Z 0 0 0 0 o3 oo o E Q a - q m fJ _CD W O O O O Y N rco p 0 0 0 WZ J a0 O O o0 Ln a ` — r Iil- O 0 0 r- 0 m Y � f\ ^ V ~ 0 0 0 O w w Z En C. rn rn r) w ell3r, r, r- ac3 O O O O / I W 0 0 0 0 0 0 0 n O Z m O O O O O O CD w Ln Z O O O O rn O rD r.J \ / � Lr) -,t � rn N rn �'��1 rD Y O In ir7 Ln J O n r� n h ` J m m 00 12 O O O O O G \ of � rn O \ W O O Cl O W N J • Cam/ 0 0 O O O O U rn t in p J p Xr 0 U (A � lW/1 / \ O < N I d" d' V N / \ O O O N N w .. O w 7 m W Z Z � I I� ♦ in N E d ,n 3 PAGE Z� OF ` e � 3 m � L v r' 1 1 J 1 L a r �. s tiJB NUMBER: DATE: DE�iGN ENG.: "-SCRIPTION: TIEBACK - ENDWALL/STUB POST FIELD DRILL 9/16'0 HOLES IN PURLIN AS REQUIRED • BOLT IN EACH ANGLE PURLIN d C G-xE_2 @/8'0/2 0 TS ❑C. W/(�-) - 1/2' 0 RAFTER BOLTS @ EACH END IN 1/4' THICK PLATE 1/4' PL 5° A DOUBLE ANGLE Gx-Gx -M, I i W/3/8' SPACERS 1 1/4' AT Y PTS, A 3/16" TYP 6" I - 2� • PL 3/8 x 4 x 4 SECTI❑N A—A W/(1) 5/g-o A325 BOLT SAW I TYP I /16 3/16' I —� 1/8' ' =COLUM I I V 1/4' PL 5/8'0 2' O.C. i STUB POST m� \v 3/160' TYP 1 1/4' Pl�� 3/8 x 4 x 4 -�-- SAW WI(l) 3/4'O ' '\,,_` A325 BOLT -•.•- 3/16' J Lf�. f f 1 r r ,4 J ., r Column2.xls 7/16/01 JOB NUMBER : 21064 AXIAL COMPRESSION AND BENDING Ninth Edition (AISC) MEMBER IDENTIFICATION : misc. column LOAD AND MEMBER CRITERIA Axial Load, P : 25.64 Kips Yield, Fy : 55 Ksi Strong Axis Moment, Mx 22.0 Kip feet E : 29000 Ksi Weak Axis Moment, My 0.00 Kip feet Cm x : 0.85 Shear Load, Vx : 4.00 Kips Cm y : 0.85 I Kx 1 Lx 21.83 Feet (261.96 Inches) KI/rx= 72.05 Ky 1 Ly 7.50 Feet (90.00 Inches) KI/ry = 70.23 lubx : 7.50 Feet (90.00 Inches) Cb : 1.00 1 2 luby : 1.00 Feet (12.00 Inches) Flange Width, bf: 5.0000 Inches Flange Thickness, tf: 0.3750 Inches Web Depth, h : 7.5000 Inches Web Thickness, tw : 0.1345 Inches n Allowable stress increase for wind= 1.33 - �A RESULTS Member Properties Actual Stresses Area = 4.76 in^2 fa = 5.39 ksi Ix = 62.91 in14 fbx = 17.31 ksi rx = 364 In fby = 0.00 ksi Sx = 15.25 in^3 fv = 3.97 ly = 7.81 in^4 [ ry = 1.28 in Allowable Stresses Sy = 3.13 in^3 Fa = 29.09 ksl rt = 1.38 in Fbx = 37.63 ksi Weight = 1619 Ibs/ft Fby = 43.89 ksi Fv = 26.88 r COMBINED STRESS RATIO RESULTS 0.185 > 0.15, Therefore (H1-1 and H1-2) Governs I r i Combined Stress = 0.6233 fv = 3 965 h/tw = 55.76 Fv = 26.88 a/h = 34.928 SSR = fv/Fv = 0.15 kv = 5.343 SHEAR STRESS OK CV = 1.062 I I PAG 2 0E- i I 1' r 1 J I I i I tu-uV1�:i13lt�tuvi VL . u - vravicy beam Design Licensed to : MIDCO Str -^tural Systems Job: Backstrom/Com-Stc _ St. 1 Code : AISC 9th Ed. SPAN INFORMATION: floor beam Beam Size (User Selected) = BU14X12 . 3 Fy = 55 . 0 ksi ' Depth Tw B p fTop TfTop BfBot TfBot Area Ix 14 . 38 0 . 125 5 . 00 0 . 188 5 . 00 0 . 188 3 . 63 122 . 94 Total Beam Length (ft) = 20 . 00 rp Top Flange Braced By Decking I LOADS : Self Weight = 0 . 012 k/ft Line Loads (k/ft) : ` Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 20 . 00 0 . 280 0 . 280 0 . 000 0 . 000 0 . 500 0 . 500 it SHEAR: Max V (kips) = 7 . 92 fv (ksi) = 4 . 53 Fv = 6 . 63 � l MOMENTS : Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 39 . 6 10 . 0 0 . 0 1 . 00 27 . 79 33 . 00 27 . 79 27 . 84 it Controlling 39 . 6 10 . 0 0 . 0 1 . 00 --- -- 27 . 79 27 . 84 - � REACTIONS (kips) : Left Right DL reaction 2 . 92 2 . 92 Max + LL reaction 5 . 00 5 . 00 Max + total reaction 7 . 92 7 . 92 ' DEFLECTIONS : r Dead load (in) at 10 . 00 ft = -0 . 295 L/D = 813 Live load (in) at 10 . 00 ft = -0 . 505 L/D = 475 � i Total load (in) at 10 . 00 ft = -0 . 800 L/D = 300 r I CJ i ' G_> 1�a_c. . M :� z2. I O U,I, (c t V AGE ?J OAF r i 1 �; I �� 1 s �. 1ZAMSBEI M V2 . 0 - Load Diagram Licensed to: MIDCO Str ,tural Systems Job: Backstrom/Com-Stc _ St. 1 Code : AISC 9th Ed. Beam Size = BU14X12 . 3 l Span information (ft) : floor beam Length = 20 . 00, Left Support at 0 . 00, Right Support at 20 . 00 . 1 1 W2 Load Dist DL LL+ LL- Max Tot wi 0 . 00 0 . 292 0 . 500 0 . 000 0 . 792 W2 20 . 00 0 . 292 0 . 500 0 . 000 0 . 792 Ly �1 �l �1 �J lu PAGE 26v OF 1 l I l Policy I-11,Page 2 DESCRIPTION: MIDCO STD. CLIPS SHEET OF 2 : _ Y _ C C C >< m m W a _ I I 1 1 1 1 1 1 1 1 1 1 v m m v m N L b v m m v m N nn n,NhN nn NrvNh � � v•m'Irvh.1 m.. 7�b .i�Nm f m �,m no-n-.nnn. 7]73]] ] 1 7]7 3 3 3 Z Z nY i Eii CA 3n I I I I a _ m T m N m• m V m N m. 1 1 1 1 1 1 ,x7 m .m mvmN nn NrvrvN � nn NNNN �i v m rvm.m ]� v coNm+cJ 7 az-n-inn^- jme ao-n-.nnn- �m Z � I Z C C C Y SAWb 7 WY f I I I ] ~M a � a I.I?mnn.n- f_.p 1 v d I I I I I I •m n m^ +m m+m r. +nnry n ]�b mrlmvm 7 ao-n-�'I i ao_n-.nnrv_ 7�r (j z r.ry 2W� ] 7 7 7 7 7 j 7 72 7 72 7 ]3 vr. ENC_DwC CUP-1 Y- 1- PAGE Z7 OF „ r �I J• il. 3/8 L N y� 1/4 lu YGJ W 1 N N N 10 a I* S-cAw�oAQO ��la va 1 IFLG, 1 � J�lo 3/�tQ r r r PAGE OF r - a " ► hl �9 i ) (n U)(n 1 LULU LU LJ lL L" �(fi U)(A 0 0 0 d N ►1 Cr1 �) r r� tv (V N N N N e �\ 1 �r i- ■ ■ fte�57t'ri LNU:"� ■ T11 I uu W uuu 1 v,(ncn 99 0 0 o II u�o c c� N C S l U 0 � � \v l 1 •'i O � l � { _J s 3o OF ____� i !� 1 l _,. J 1 J 1 l � " '`II rJ� oll �) �iiww w ui ik cli-It N N t4 C-4 ca Val tj X7 IAJI W. PAGE OF i .� a i rl l� 11 Y N L Y T ") N U I�� W ■ N Y '— N CD C • N c m �v 3 lco l � Y T Y I Ci —► n C1 1 1 Ci Z L 1� Y fI R%� r L_ �� J' I I 1 1 J .� J t_ 1 II i .� J I, r 1 1 B g P P 1 2 S I S3--<- 1 s' S4 Backstrom/S � x Bay +.RK WIDTH BY DEP11-I ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS 6. 0' by 8. 2' 4 - 3/4' d T2 6, 0' by 8. 2' 4 3/4' N 1 LOAD CASE LEGEND ;iW - SELF WEIGHT LWL 1 - Left Wind Load I SZI - Seismic Load 1 1 DL - Dead Load LWL 11 - LeFt Wind Load If SZII - Seismic Load 11 CL - Collateral Load RWL I - Right Wind Load I FL - Floor Live SL - Snow Load RWL II - Right Wind Load 11 DAD COMBINATION I : LOAD COMBINATION -6 I. 0 SW + 1. 0 DL + I. 0 CL + I. 0 SL 1. 0 SW + 1. 0 DL + 1.0 CL + 1. 0 SL + 0.50 LWL I + 1. 0 FL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-Fl) NUMBER (KIPS OR KIP-FT) Si 6.567524 S2 16.229 S2 17.590 S3 -6. 567 S3 -6. 436 S4 16.229 S4 18. 860 LOAD COMBINATION 2 : LOAD COMBINATION -7 I. 0 SW + I.0 DL r I.ll -I_ + L 0 SL + I. 0 I'L 1.0 SW + 1. U DL + 1.0 LWL 11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 6.655 S I -3. 966 S2 21.229 S2 3. 763 S3 -6. 655 S3 ! -3. 359 S4 21. 229 S4 2. 690 ,DAD COMBINATION -3 LOAD COMBINATION -B 1. 0 SW + 1 0 DL + I.0 LWL 1 1,0 SW + 1.0 DL + 1. 0 LWL 11 + 1.0 FL UPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) St -5. 454 SI -3. 877 S2 -2. 548 S2 8. 763 S3 -0. 369 S3 -3. 447 S4 -0.000 S4 7. 690 LOAD COMBINATION -4 LOAD COMBINATION -9 I. 0 SW + 1. 0 DL. + 1.0 LWL 1 + 1.0 FL 1.0 SW + 1.0 DL + 1. 0 CL + 0. 50 SL + 1.0 LWL 11 + 1.0 FL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS iOR KIP-FT) NUMBER (KIPS OR KIP-FT) SP -2.452 S I 15. 653 200 S3 -0. 457 S3 6. 671 S4 4.992 S4 14. 128 LOAD COMBINATION -5 : LOAD COMBINATION -10 ; 1. 0 SW + I.0 DL + I. 0 CL + 0-50 SL + L 0 LWL 1 + 1. 0 FL 1. 0 SW + 1.0 DL + 1.0 CL Iti+ 1.0 SL + 0.50 LWL 11 +`1.0 FL , SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KlP-FT) Sl -2. 142 S1 4.268 pp� c S3 -3. 6131 S3 -7.931 PAGE � � OF S4 11.429 S4 20.209 1 1 U y+ ■) �� Building Spol<one R E A C T I [INS P a e NO.: F 1-A j, Systems Washington a t e 07/16/01 11: 18: 33 F I(e N a m e: 21064A_01 T, Support definitions necessary to Insure frame stability are not shown. 3. Foundations, Footings, anchor, bolt Imbedment, thrust nnole, hairpins or tles For thrust and all reinforcing ore to be designed by a qualified professional rnglneer�. b--c! on cm;crete strc•r;gth and snll conditions of the building c.il.v to b All anc hor bol t•� Unclu ding bvar•;ng ant)les or, bars wc•ldcd n t tor)) arc- y •.upplled by the c ,n tv contractor. 4. The above symbols are shown In their respectivo positive dlrectlons. 5 Anchor bolts are to be In accordance with ASTM speclFlcatlon A307 or k[elter• s � . e � i LOAD COMBINATION -II LOAD COMBINATION I- 0 SW + I.0 DL + 1.0 RWL 1 I.0 CL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) t SI 0. 369 SI 0.689 1 S2 -0.008 S2 1. 375 S3 5. 454 S3 -0.689 S4 -2. 540 S4 1. 375 LOAD COMBINATION -12 ; LOAD COMBINATION 23 , 1.0 SW + 1. 0 DL + I.0 RWL 1 + 1.0 Fl- 1.0 SL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 0. 4`'.i7 SI 5.071 S2 4.992 S2 10, 124 S3 5, 166 S3 -5.071 S4 2. 452 S4 10. 124 �OAD COMBINATION -13 ; LOAD COMBINATION 24 ; 1. 0 SW + 1.0 DL + 1. 0 EL 1 0. 50 SL + 1.0 RWI_ 1 + 1. 0 FL 1.0 FL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 3.681 SI 0.088 S2 1I. 429 S2 5.000 S3 2. 142 S3 -0.ODD S4 B.809 S4 5,000 LOAD COMBINATION -14 LOAD COMBINATION -25 1.0 SW + 1.0 DL + 1.0 CL + 1. 0 SL + 0 50 RWI 1 + 1 0 FL 1. 0 LWL I SUPPORT REACTIUN SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 6. 436 SI -6.261 S2 18.860 S2 -7.277 S3 -3.524 S3 0. 438 S4 17, 590 S4 -4. 737 ',DAD COMBINATION -15 : LOAD COMBINATION -26 1. 0 SW + 1.0 DL + 1.0 RWI_ I 1. 0 LWL 11 I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl 3 3`i9 SI -4, 772 S2 2.690 S2 -0. 967 S3 3.966 S3 -2.552 S4 3. 762 S4 -2. 039 FAD COMBINATION -16 ; LOAD COMBINATION -27 1. 0 SW + 1 0 ➢L + 1.0 RWL I 1 1. 0 FL 1-0 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP Fl) NUMBER (KIPS OR KIP-FT) 1 Si •3. 447 SI -0. 438 S2 7. 690 S2 -4. 737 S3 3.878 S3 6. 261 S4 8. 762 S4 -7, 277 LOAD COMBINATION -17 : LOAD COMBINATION -28 I. 0 SW 1 1.0 DL 1 1.0 CL 1 0 50 Sl + 1- 0 RWl 11 + 1 0 FL 1. 0 RWL 11 4 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 6.671 SI 2. 552 S2 14. 127 S2 -2. 039 S3 0. 653 S3 4. 773 S4 1!). 200 S4 -0.967 �OAD COMBINAIION -18 ; LOAD COMBINATION 29 1.0 SW 1 I.0 DL + 1.0 CI_ + 1. 0 SL 1 0.50 RWL 11 + 1.0 FL 1. 0 SZI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 7. 931 SI -2, 381 S2 20.201) S2 -0.941 S3 -4.268 S3 -2. 381 S4 20. 745 S4 1 0.941 J.OAD COMBINATION -19 , LOAD COMBINATION 30 1. 0 SW + I.0 DL + I.0 CL + 0, 71 SZ 1 + 1.0 FL 1. 0 SW (I SUPPORT REACTION Sl1PPOR REACTION NUMBER (KIPS OR KIP-FT) NUMBEq (KIPS OR KIP-FT) SI -0. 1 1 7 Sl 2. 378 S2 10.432 S2 0.939 S3 3.i'84 S3 2. 378 S4 11. 777 S4 -0. 939 LOAD COMBINATION -20 I. 0 SW + 1.0 DL + 1.0 CL + 0. 71 SZ11 { 1. 0 FL SUPPORT REACTION NUMBER (KIPS OR KIP-F U` } SI 3. 282 S2 1 I. 775 S3 0. 115 S4 10. 434 I:OAD COMBINATION 21 I. 0 SW + 1.0 DL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI 0. 807 S2 4. 729 S3 -0. 807 S4 4. 729 p,y C �� c ��'11631� ✓ I �I� I �' LOAD CASE LEGEIm ON PAGE- n-A Building spatcane FU E n I CT I [INS Pa e No,: F1-B �-' $YStPf'15 Wnshing tan ate 07/16/O1 l It 18; 33 �I� e Name 21064A_01 1. Support de Flnitlons necessary to Insure Franc stability are nol shown. 3. Foundations, Footings, anchor bolt Imbedment• thrust angle, hairpins or ties Car thrust and all reinforcing are to be designed by a quoll Fled proressionat vnlglneer bu%c•d on edncrete alrength and soil condillons of the building ::it,. �. All anchor bolls (Including bca.•inl) angles ❑r' bar-, wc•ldcd ul tut,) arc Lo bc• !.upplled by tho concrcic conlrnclor. 4. the above symbols are shown In their respective positive dlrcc.tlons. 1 5. Anchor bolts are to bc• In accordance with ASTM specl Flcatlort A307 or brllor- 1 1 1 1` 4 �� j y �� �� �. .� 1 I o B P P 1 2 Sl-r' S3 r F Sa ��•, BackcArom/S I x Bay .!RK WIDTH BY DEPTH ANCIIHR BOLTS MARK WIDTH BY DEP1H ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS 3111 8. 0' by 8. 3, 4 - 3/4' 0 _2 8. 0' by B. 3' 4 - :3/4' 0 LOAD CASE LEGEND rw SELF WEIGHT LWL I - Left Wind Load I SZI - Seismic Load I DL - Dead Load LWL Il - Left Wind Load II SZ11 - Seismic Load 11 CL CoII teraI Load RWL I - Right Wind Load I L - Snow Load RWL 11 - Right Wind Load 11 HAD CIIMDINATION 1 : LOAD COMBINATION -6 I,0 SW + 1.0 DL + I. 0 CI_ + I.(1 SL 1.0 SW + 1. 0 DL + 1.0 CL + 0. 50 SL + 1.0 LWL I[ SUPPORT kEACT111N SUPPORT REACTION NUMBER (KIPS OR KIP-FI) NUMBER <KII'S OR KIP-FT) 1 S1 12.24() SI -1. 735 S2 33.583 S2 14.945 S3 -12.240 S3 _I 2. 736 S4 25.290 S4 II.64A LOAD COMBINATION -2 : LOAD COMBINATION -7 1.0 SW + 1.0 DL + 1.0 [-WE 1 1. 0 SW + 1.0 DL + 1. 0 CL + 1. 0 SI_ + 0.50 LWL II SUPPORT REACTION SUPPORT REACTION L NUMBER (KIPS OR KIP-FT) NUMBER, (KIPS OR KIP-FT) S) -10. 9 55 SI 7. 648 S2 -13. 78 2 S2 31. 040 S3 -0.593 S3 1 -14, 883 S4 -6. IV S4 i 23. 367 jOAD COMBINATION -3 LOAD COMBINATION -8 , J L 0 SW + I.0 DL + I. 0 CL + 0.`50 SL + 1 0 1 WI 1 1.0 SW + I.0 DL + 1.0 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FI) NUMBER (KIPS OR KIP-FT) SI -4. 743 SI 0. 480 S2 2. 4137 S2 -7. 387 S3 -6. 766 S3 11. 029 S4 6. 32D S4 -11. 283 :OAD COMBINATION -4 : LOAD COMBINATION -9 ; IP 1. 0 DL +A 1. OCL + I.0 SL + 0. 50 LWL 1 1. 0 SW + 1. 0 DL + 1.0 C L + 0.50 SL + 1. 0 RWL I RE N SUPPORT REACTRONSSW + 0 NUMBER KIPS ❑RKIP-FI) NUMBER (KIT'S O KIP-FT) I S1 6. 144 SI 6. 653 S2 24.811 S2 8. 883 S3 -11.898 S3 4. 856 S4 20. 707 S4 1. 232 LOAD COMBINATION -5 : LOAD COMBINATION -10 : I. 0 SW + 1. 0 DL + I. 0 LWE I 1. 0 SW + 1. 0 DL + 1.0 CL + 1. 0 SL + 0.50 RWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS UR KIP-1-1) NUMBER (KIPS OR KIP-FT) SI -7.9013 Sl 11. 842 S2 -I.324 S2 28.008 S3 -6.564 S3 -6. 087 `���� 2s V� S4 -0. B67 S4 18. 159 � I FED Quilding Spnl<onr• I�I-_ 11 I .I. El I V e I V O F 1-A Sys Cerls Washington B(I t e 07/16/01 09: 291 01 R I e N a M e: 21064A_03 I. Support de Flnitlons necessary to Insure 1•rame stability are not shown 3 Foundatlons, Footings, anchor bolt Inbedment, thrust angle, hairpins or ties for thrust and all rein Forcing ore to be designed by a quail Fled prafessionol englnrer based an concrete strength and soil conditlons of the building site L. be J All am har bull:: (Including bear•inll nngle•, ur bur•, welded at Lop) are •.upplled by the o rot role rnntrar for 4 the above symbols are shown In their, respective posltive direr Lions. au. Anchur bolts are to be In accordance with ASTM spec1ricatlon A3O7 or better 1 UAD C1IMBINATI[IN -I1 LOAD COMBINATION I I. 0 SW + I. 0 DL + 1.0 RWL II 1.0 RWL 11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 6. 450 SI 5. 174 S2 -2. 066 SP -5.829 S3 8.021 S3 9.298 S4 I. 175 S4 -1.802 LOAD COMBINATION -12 LOAD COMBINATION 23 ) -� I. 0 SW + 1.0 nL + I.TO CL + 0 50 SL I 1 0 RWL I 1.0 SZ1 SUP ORT kEACiION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 12.623 SI -3.045 S2 14.203 S2 -1. 401 S3 1. 849 S3 -3. 045 S4 13.690 S4 1. 401 DAD COMBINATION -13 : LOAD COMBINATION 24 1. 0 SW + 1 0 DL + 1.0 CL + I.0 SL 4 0,50 RWL I I 1.0 SZ11 SUPPORT REACTIIN SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 14. 827 SI 3. 042 S2 30. 669 S2 1. 399 r S3 -7. 591 S3 3.042 S4 24. 3OH S4 -1. 399 LOAD COMBINATION -14 1. 0 SW + 1. 0 DL + I.0 CL + 0. 71 SZ 1 SUPPORT REACTION 1 NUMBER (KIPS OR KIP-FT) S1 0. 484 S2 5. 01 S3 -4. 034 S4 G. 697 LOAD COMBINATION -15 a i I. 0 SW + 1.0 DL + I.0 CL 4 0. 71 SZ I I SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 4. 831 S2 7.480 S3 -0.406 S4 4, 698 TOAD COMBINATION 16 l 1 0 SW 4 I. 0 01. 1 SUPPORI REACTION NUMBER (KIPS OR KIP-FI) S1 1. 277 S2 3. 763 S3 -I. 277 S4 2.978 LOAD COMBINATION 17 I. U CL SUPPORT REACTION j NUMBER (KIPS OR KIP-FT) }1 S1 1. 382 S2 2. 718 S3 -1. 382 S4 2. 710 �OAD COMBINATION 18 1. 0 SL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) ' S1 9. 5B1 S2 27. 102 S3 -9. 581 S4 19. 593 DAD COMBINATION -19 1 0 LWL I SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 -12. 192 1 S2 -17. 515 S3 0.683 S4 -9. 166 11-OAD COMBINATION -20 1. 0 LWL 11 SUPPORT REACTION NUMBER (KIPS OR KIN-F1) SI -9. 105 S2 -5, 007 S3 -5. 287 S4 -3. 845 jiDAD COMBINATION -21 f 1. 0 RWL I 1 SUPPORT REACTION NUMBER (KIPS OR KIP-FT) SI -0. 797 S2 -11. 149 1F 1 S3 12. 305 I S4 -14. 261 l•ADIE �� OF- LOAD - ' LaAa CASE LEGEND ON PAGE. fl-A) /� �] ' �� �UIIOIIYI C� Spokane I F A C. 1 I CJll N S Page No,:i: F 1 -B �y; �t,�. Wa•.hington f)(1 1 P 07/16/01 09: 29: 01 F : 21064A 03 ile Name _ �I. Support de Flnitluns necessary to Insure frame stalalllly are not shown. 3 Foundatlons, Footings, anchor bolt Imbedment, thrust an hairpins or ties I'ur thrust and all reinforcing are to be designed by a yuall Fled professlorml enUlneer' based on concevic• strength and :oil conditluns of the brdlding cite All ant.har but V; (Including beor•ing ¢ngle e: or- b¢rs welded at top) are ' to be %upplled by the cnr rcrele controc for 4• the above symbols are shown In their respective positive directions. 5. Anchor boll. are to be In accordance with ASTM sped Flc¢tlon A307 or uettar r B P BI BI B P P 1 T2 T 1 1 4 T13 2 T9 S1 Sfi- S9- S4 S 0 S5 13ackstrom/S � x Bay ARK WIDTH BY DEPTH ANCHOR BCILTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS 6, 0' by B, 0' 4 - A/4' N 6. 0' by 8. 0' 4 - 3/41 0 1'3 6. 0' by 8. 0' 4 - 3/4' V, '4 6. 0' by B. 0' 4 - 3/4' 0 LQAD CASE LEGEND �SWL LWL 11 - Lell SELF WEIGHT LWL I - Le Wi d 11 It Wind Load I TWLP - Transverse Wind Load Pressure nd Loa- Dead Load TWLS - Transverse Wind Load Suction CL - Collateral Load RWL I - Right Wind Load I SZI - Seismic Load I SL - Snow Load RWL II - Right Wind Load II SZII - Seismic Load II LOAD COMBINATION 1 LOAD COMBINATION -3 1.0 SW + 1.0 DL + I.0 CL * 1.0 SL I.0 SW + 1. 0 DL + 1.0 CL + 0.50 SL + 1.0 LWL I rl SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 0. 000 S 1 -4. 798 S2 3. 648 S2 -2.696 S4 0. 000 S4 -1. 132 S5 3. 635 S5 0. 473 iwia S6 0. 002 S6 -0.005 S7 9. E33G S7 4. 131 S9 -0. 002 S9 -0.006 SIO 9. 828 SI0 2. 393 �i T9 0. 000T2 0.000 T11 0.000 T9 0.000 ►3 T 13 0. 000 T 13 0.000 LOAD COMBINATION -2 LOAD COMBINATION -4 1 1. 0 SW + 1.0 DL + 1. 0LWL 1 1. 0SW + I.0 DL + 1.0CL + 1. 0 SL + 0.50 LWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-Fl) NUMBER (KIPS OR KIP-FT) �i Sl -4.800 SI -2. 397 S2 -4. 428 S2 1, 157 S4 -1. 132 S4 -0.566 S5 1. 258 S5 2. 735 S6 -0. 005 SG -0.003 S7 -0. 713 S7 8.888 S9 -0. 005 S9 -0.005 SIO -2. 453 SID 8. 016 T2 0. 000 T2 0.000 T9 0. 000 T9 0.000 T 1 1 0. 000 T 1 1 0,000 T 13 0, 000 T 13 0.000 1 .I I t3AGE 37 OF L14� -? 9` Building Spal<anr. REACTIONS Pare No,: F1-A o O Systems Washlnq tun I)a t e 07/13/01 15; 24: 24 E I( e N a m e : 21064A 07 Support definitions necessary to Insure frar.o !.lablllly arc not shown 3- foundallonr., fooilnps, onehca•• boll Imbedment, thrust anpte, hairpins or tic f. fur thrust and all r0nfnrclnp are to Le dr•sipned by a quollrlvd pruf t• iunal a•nlllneer bared on concrete strength and sal( conditlonu or the hul(dinU it.. All anchor bat is (InCludino bearing an{7U•� or bar:. welded at Lop) arc• to be r.upp(led by the connote contra( tar 4. The above symbols are shown In their respective positive direr Lions 5 Anchor bolts are to be In accordonce with ASTM speclFlcatlon A30/ or b(•tt- �_ - - - - - - - - - - - - - - - - - - - - - y ,; � : J tip• OAO COMBINATION -5 : LOAD COMBINATION - 1. 0 SW + 1.0 DL + 1. 0 LWL 11 1.0 SW + 1.0 1.0 RWL II SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-VI) NUMBER (KIPS OR KIP-FT) -� S1 -6. '131 S1 1. 132 S2 -3.506 S2 3. 946 S4 -I. 13P S4 1. 810 S5 -1. 400 S5 1, 811 S6 -0.007 S6 4, 529 S7 7. 310 S7 -7. 370 S9 -0.00H S9 0, 007 Slcl P.03`) SIO 1. 905 12 0.000 T2 0. 000 T9 0.000 T9 0. 000 T I 1 0.000 T I 1 0. 000 T13 0.000 T13 0. 000 LOAD COMBINATION -6 I LOAD COMBINATION -12 1 I.0 SW + 1. 0 DI + I.0 CL IT. '30 SL 1 1. 0 LWI_ I 1 1,0 SW + 1.0 DL + 1, 0 CL + 0.50 SL + 1.0 RWL l l I SUPPORT Rf.ACI IIIN SUPPORT REACTION NUMBCR (KIPS UR KIP-11) NUMBER (KIPS OR KIP-FT) i S1 -6. 330 Sl 1. 132 S2 -1. 774 S2 5.678 S4 -1. 132 S4 1. 810 S5 0. 330 S5 3 542 S6 -0. 007 S6 4, 530 S7 1P. 162 S7 -2. 525 S9 -1).009 S9 0, 006 S10 P. 007 SIO 6. 831 - T2 0. 000 12 0, 000. T9 0, 000 T9 0, 000 T 1 1 0. 000 T 1 1 0. 000 T13 0. 000 T 13 0. 000 'LOAD COMBINATION -7 + LOAD COMBINATION -13 1, 0 SW + 1, 0 DL + I. (1 CL + 1.0 SL + 0. 50 LWL I 1.0 SW + 1.0 DL + I,0 CL + I, 0 SL + 0. 50 RWL I I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS 0R KIP-F1) NUMBER (KIPS OR KIP-FT) S1 -3. 163 SI 0, 566 S2 1.618 S2 5. 344 S4 -0. 566 S4 0. 905 SS 2. 663 S5 4, 269 S6 -0. 004 S6 2. 267 S7 12. 904 S7 5.560 S9 -0. 006 S9 0. 002 SIO 8. 223 SIO 10. 235 T2 0, 000 T2 0.000 T9 0. 000 T9 0. 000 T I 1 0, 000 T I 1 0.000 T13 0. 0011 T 13 0.000 OAD COMBINATION -0 : LOAD COMBINATION -14 1. 0 SW + 1.0 DL + I. U RWL I 1. 0 SW + I. 0 DL + 1.0 TWLP SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIF'-Fl) NUMBER (KIPS OR KIP-FT) S1 1. 132 S I -0. 026 II S2 2. 279 S2 -0 955 S4 1. BIO S4 0, 000 SS -U. 915 S5 -0 965 ` S6 2.994 S7 -5.97:3 S7 -2. 693 S9 0. 005 S9 0. 000 S10 -4.243 SIO -2. 703 T2 0.000 T2 I 477 T9 0. 000 T9 1. 477 T 1 1 0. 000 T I 1 3. 487 1 T 1 3 0. 000 T 1 3 3. 487 LOAD COMBINATION -9 : LOAD.COMBINATION -15 1. 0 SW + 1. 0 DL + I.0 CL + 0.50 SL + 1 0 RWL 1 1, 0 SW + 1.0 DL + I.0 CL + 0,50 SL + 1, 0 TWLP I SUPPORT REACiIUN SUPPORT REACTION J NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 1. 132 S1 1 0. 000 S2 4.011 S2 r 0. 777 S4 1.810 S4 j 0. 000 S5 0. 615 S5 0. 766 S6 2. 995 S6 0. 001 S7 -I. 128 S7 2. 152 S9 0.004 S9 -0. 001 S10 0.603 SIO 2. 143 T2 0. 000 T2 I. 477 T9 0. 000 T9 1. 477 i T 1 1 0. 000 T 1 1 3. 487 T13 0.000 T13 3. 487 �)OAD COMBINATION -10 : LOAD COMBINATION -16 1 1. 0 SW + I. 0 DL + 1. 0 CL + 1.0 SL + 0. 50 RWL 1 1. 0 SW + 1. 0 DL + 1.0 CL + 1. 0 SL + 0.50 TWLP SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0, 566 S I 0. 000 S2 4. 510 S2 2. 893 S4 0. 905 S4 0. 000 I S5 2. 906 S5 2. 881 S6 I. 499 S6 0. 002 S7 6, 259 S7 7, 899 S9 0. 001 S9 -0. 002 S10 7. 121 S10 7. 891 T2 0. 738 t� T2 0. 000 T9 0.000 T9 0. 738 VAGI 3<f;l OF T 1 1 0. 000 T 1 1 1. 743 T I.1 0. 000 T 13 1. 743 lI 0 CASE IEGEfd ON PAW1 rt-e 1 cnNTINUFD ON PAGF -L L) �o Building Spokane REACTI❑NS Pa e No,: Fl-B -_ Sys'temc; Washington Date 07/13/01 15 24 24 File N a M e: 21064A_07 11.)Support de Flnitlons necessary to Insure Frame stability are not shown. 3, Foundations. Footings, anchor bolt Imbednent. thrust angle. hairpins or ties Fur- thrust and all reinrorcing are to be designed by u quallrled pro Fese.iunal rnglna er based on Cantrele strength and boll conditions of the building c.ilc I All anchor bolts (Including bearing angles or hors wc•Ided of top) are f, to be supplled by the concrete- contractor 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTH speclFlcatlon A307 or better .�. Y �� UI rr TOAD COMBINATION -17 LOAD COMBINATION 1.0 SW + 1.0 DL + I. 0 TWLS 1.0 CL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0.026 S1 0.000 S2 -0. 955 S2 0. 370 S4 0.000 S4 0. 000 S5 -0. 965 S5 0. 370 t S6 0.026 S6 0. 000 S7 -2.693 S7 1.035 - S9 0. 000 S9 0.000 SIC -2. 703 SID 1.035 T2 -1. 470 T2 0.000 T9 -1. 470 T9 0.000 I T I 1 -3. 488 T 1 1 0. 000 T13 -3. 488 T13 0. 000 'DAD COMBINATION -18 : LOAD COMBINATION 24 1.0 SW + 1. 0 DL + I.0 CL { 0. 50 SL 1.0 TWLS 1.0 SL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 0.000 St 0.000 S2 0. 777 S2 2. 724 S4 0.000 S4 0. 000 S5 0, 766 S5 2. 722 S6 0. 001 S6 0.002 S7 2. 152 S7 7,620 S9 -0. 001 S9 -0.002 S 10 2. 14:1 SID 7. 622 T2 -1. 478 T2 0. 000. T9 -I. 478 T9 0. 000- T 1 1 -3, 488 T I I 0. 000 T 13 -3, 4 E30 T 1 3 O, 000 LOAD COMBINATION -19 t LOAD COMBINATION -25 : 1.0 SW + 1.0 DL + 1.0 CL + 1.0 SL + 0.50 TWLS 1. 0 LWL I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-F1) NUMBER (KIPS OR KIP-FT) S I 0. 000 S 1 -4. BOO S2 2. 892 S2 -4. 982 j S4 0.000 S4 -1. 132 S5 2. B01 S5 -1.802 S6 0. OOP S6 -0.005 S7 7.899 S7 -1.894 S9 -0. 002 S9 -0.005 S 10 7. 891 SID -3.624 ` T2 -0. 739 T2 0.000 T9 -0. 739 T9 0.000 T11 -1. 744 TIl 0.000 T13 -1. 744 T13 0,000 DAD COMBINATION -20 + LOAD COMBINATION -26 1. 0 SW + 1.0 DI_ + 1.0 CL + U. 71 S71 I.0 LWL II SUPPORT REACIIIIN SUPPORI REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) 1 Sl 796 SI -6. 331 S2 0. 034 S2 -4. 060 S4 0. 000 S4 -1. 132 S5 0. 864 S5 -1.944 ` S6 -0. 001 S6 -0.007 S7 3. 096 S7 6. 137 S9 -0. 002 S9 -0.008 S 10 P. 266 SID -3. 210 T2 0. 000 T2 0.000 T9 0. 000 T9 0. 000 11 1 0. 000 T I I 0. 000 T 1 3 0. 000 T13 0. 000 .LOAD COMBINATION -21 : LOAD COMBINATION -27 1. 0 SW + 1. 0 DL + I.0 CI_ + 0. 71 S711 1.0 RWL I SUPPORT REACTION SUPPORT REACTION j NUMBER (KIPS OR KIP-Fl) NUMBER (KIPS OR KIP-FT) S 1 0. 000 St 1. 132 S2 1. 810 S2 1. 725 S4 0. 000 S4 j I, 810 1 SS 0. 962 S5 -1. 459 S6 0. 794 S6 2. 994 S7 1. 339 S7 -7. 154 S9 0. 00 1 S9 0.005 r SIC 2. 140 SID -5. 414 T2 0. 000 T2 0. 000 T9 0. 00(1 19 0. 000 TIT 0. 000 T I 1 0.000 T13 0. 000 T13 0. 000 �OAD COMBINATION 22 LOAD COMBINATION -28 1. 0 SW + 1. 0 DL 1.0 RWL 11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 0. 000 S l 1. 132 S2 0. 554 S2 3. 392 S4 0. 000810 S4 1 SS 1.. 268 S5 0. 542 68 S6 0. ODD S6 4. 529 S7 1. IB1 S7 -8. 551 l S9 0.000 S9 0.007 SID L 171 SID 0. 814 PAGE UR T2 0. 000 T2 0. 000 r T9 0. 000 T9 0. 000 T 1 1 0. 000 TII 0. 000 T13 0. 000 T 13 0.000 } LOAD CASE LErAla m MQ r rl-A 7 Building Spokane REACTIONS P a e NO,: F 1-e ED System; Washington Date 07/13/01 15: 24: 24 F I( e Name: 21064A_07 . Support de Flnitlons necessary to Insure Frame ,tablllty art, not shown 3 Foundations, Footings, anchor bolt Inbedment, thrust angle, hairpins or tles. For- thrust and all relnForcIng ore to Le designed by a quell Flied profes.iunul engineer based on concrete strength and soil conditions or the building %ilr '. All anchor bolts (Including b-oring anl)les Cie bores welded at lop) are to b, suppled by the conrrt•Lc contrac for 4. the above symbols ore shown In their respective positive directions. 5. Anchor bolts are to be In nccordonce with ASTM spcclFlcatlon A307 ar be Lter .: � a LOAD COMBINATION -29 1. 0 TWLP 1 SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 -0.036 1 S2 -1.509 S4 0.000 S5 -1, 509 S6 ❑.035 S7 -3. 874 S9 0.000 S10 -3. B74 T2 1. 477 T9 1. 477 TII 3. 487 Tl3 3. 487 LOAD COMBINATION -30 1. 0 TWLS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 S1 -0.036 S2 -1. 509 S4 0.000 S5 -1.509 S6 0.035 S7 -3.874 S9 0.000 S10 -3. 074 T2 -1. 478 T T9 -1. 478 T11 -3.488 T13 -3. 480 LOAD COMBINATION 31 1. 0 SZI SUPPORT REACTION NUMBER (KIPS OR KIP-FT) i S1 -1. 115 S2 -1. 246 S4 0.000 S5 -0 069 S6 -0.O02 1 S7 1. 232 S9 -0.002 SIO 0.084 T2 0.11011 r a T9 0. 000 T 1 1 0, 000 113 0.000 (LOAD COMBINATION 32 1. 0 SZII SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S I 0.000 S2 I. 211 S4 0. 000 S5 0. 068 S6 I, 111 S7 -1.227 S9 0.002 S10 -0.Dal T2 0. 000 T9 0.000 T 1 1 0.000 T 13 0.000 r 1 l r J P ME o� - jtGa CAW tt:Uw Of f-f r t L,KE "7 Building Spokane REACTIONS P a e No,: F 1-D � O Systems Washington Date 07/13/01 1 s: 24: 24 F i( e N a M e: 21064A_07 i- Support de Flnitlons necessary to Insure Frame stability are not shown. 3. Foundations. footlnps, anchor bolt Imbednent, thrust angle• hairpins or ties fur thrust and all relnforcing are to be designed by a yu¢llrled professional vnylrn•ar based on cuncra•te strength and salt ctrnditlons ur the bultdrng site. i' All an( bolts (Including bearing angles or, bar, welded at top) ¢re to be •.upptled by the concrete contractor 4. The above symbols are shown In their respective positive directions, 5 Anchor bolts are to be In accordance with Asrm speclFlcatlon A307 nr better r _ i=i 1� City of Arlington (jtlNiG� Approved/Signed Plan Distribution TO: Dave A., Terry C., Marc H., Sharree L. FROM: Gregg Eaton, Engineering Technician DATE: January 8, 2002 PROD: B ackstrom — Lot 12 Please find attached the approved/signed plans for the above referenced project. Thanks File Drainage Report For. DON iA ' ONumber: RevLsp• Namnber2,2001 NOV 6 35715 ONAL Y � • 4 a _ 1 • z I L L� i a� Prepared 1 Cascade Surveying • TABLE OF CONTENTS SECTION PAGE PROPERTY DESCRIPTION 2 SOIL LOGS 3 PROPOSED DEVELOPMENT 4 UP AND DOWNSTREAM ANALYSIS 4 RISK ASSESSMENT 5 BEST MANAGEMENT PLANS 6 CALCULATIONS 7-9 BASIN MAP 11 DRAINAGE MODEL 12-22 MAINTENANCE REQUIREMENTS 23-24 JOB#14386 PROPERTY DESCRIPTION The proposed site is located in the southwest corner of the northeast corner of Section 15-31-05 on the east side of 60'h Avenue NE. The site is clear of vegetation and covers approximately 1.34 acres. Onsite soils investigations indicated loamy sands up to a depth of 36",underlain by gravelly sands to a depth beyond 120" (See attached Soil Logs). Based on the onsite soil logs, it can be concluded that there is no water or hard pan at depths of at least 10'. Existing drainage from the lot is into the ground(infiltration). N N.I S. > z � F � F 1197TH S3 ME SOIL LOGS May 11, 2001 SOIL LOG 1. 0-20" Brown loamy gravelly sand 20-65" Gray gravelly medium sand 65-12W' Gray gravelly coarse sand No water or hardpan found. SOIL LOG 2. 0-6" Brown loamy gravelly sand 6-120+" Gray gravelly medium sand No water or hardpan found. SOIL LOG 3. 0-24" Brown loamy gravelly sand 24-48" Gray gravelly medium sand 48-120+" Gray medium sand No water or hardpan found. SOIL LOG 4. 0-36" Brown gravelly loamy sand 36-96" Gray gravelly medium sand 96-120+" Gray gravelly medium sand No water or hardpan found. i q� PROPOSED DEVELOPMENT The proposal is to create two 9,600 square foot industrial buildings on the lot. There will be two entrances/exits, and parking stalls will be located in the center as well as the northwest portion of the lot. The parking area and drive paths will be surfaced with gravel and asphalt. (See construction plans for further detail.) UPSTREAM AND DOWNSTREAM ANALYSIS Since the property and the adjacent lots are all nearly flat,there is little if any offsite flow onto the property. Stormwater falling on the site currently leaves the site by infiltrating into the ground. The developed flow from the property will exit the site via infiltration into the ground. I I RISK ASSESSMENT Slope: Site slopes are less than 1%, risk is low. Critical Areas: None Soils: Surface soils consist of loamy gravelly sand. Ground Movement Potential: Site appears stable. Source of Water Erosion: Rainfall. Measures Proposed to Prevent/Minimize Erosion: During Construction: Temporary construction BMP's. Re: construction entrance etc. After Construction: Seeding of exposed soils Nearest Downstream body of water other than road ditches: Portage Creek, 1/3 mile north. Nearest fish bearing water: Portage Creek Conclusion: Potential for significant erosion/siltation impact on or off site is LOW Because of the following reasons: 1. Lack of site slope inhibits surface flow across the site 2. 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U s 'N rr u oYc G� CO z t O 41 ,� i- La _ 3 Z V cU W 11 < ^ < < O d U] m C O , G o d z Z O z d Y z 3 - W z d ° ' _C i d - , d tl m = PQ cn r a Y ❑ 3 �' Y o o� p M m � o < 3 3 i < se t Y I Q a l z 0 J z a c �) O c Z a p > UU z z 0 U - 0 d �" O U < u p O' .J n oc v < C F < O — Nf u C O O J 3 0 3 U U r �7 Z p� _' _ C S :i n S C e 4 < O i � p 7 ~ � u G •r•I a _- 1 Z ® e\Q U <t Z < 3 CT m " = N 00 t'- Occ Z J J < Z J .n Z D 0 J � O c I I I I I 1 I I I •, ` 1{/�'l � L •_ < o u > n G O M s' > _ Q Ou SMODUV N33M138 S3NIl llV 313ldWOO r S 87' 33' 06" W 244.78' \ ^ •— _I, - —— — — APPL CANT: Don Backstrom 1 O 866 C' O Ar1in62onOthPh 360 AAve N.E. r 37'-104" I ASPHALT I GRAVEL I Fx. 360-403-3097 5-'-0" SIDEWALK I� 5'-0" N N X 7�17'-4" �� 46'-8 4" 2. baild sent pp vith Aviation end Hazard Easement, 1—011604020224,AREA 416.5 .F. Vol. 19". Pgs. 2319, 2320, 2321, 2322,AREA 149.7 S.F. Sanhamish cnnnty r I Z b PROPOSED BUILDING 1 60' x 60' 9600 S.F. LIJ - GARCO # 21064 I > LANDSCAPING LEGEND AND OPEN SPACE CALCULATIONS Q I I I SYMBOL BOTANICAL NAME COMMON NAME SIZE (AT TIME OF PLANTING) 14'-9 AREA 156 S.F. s '== O N I ;• ACER RUBRUM RED MAPLE 1-1/2" CALIPEROAA -kB9ME"FfM"�- I 17 4" 6'-0" TALL O 0 CD p i I RHODODENDRON RED RHODODENDRON ?A v MIN. ABOVE FINISHED LANDSCAPE BED O I C0 �' c JUNIPERUS VIRGINIANA SKYROCKET JUNIPER �! O S' MIN. ABOVE FINISHED LANDSCAPE BED S' C C I Z AZALEA EVERGREEN AZALEA (WHITE) 2 GALLON (12 - 15") l l 0 17'-4" I1 j W O ERICA VAGAN HEATHER (DARK RED) 1 GALLON ASPHALT; BLUE FESCUE GRASS COVERAGE TO 90% 3 I 3 O AREA 100 S.F. I GRAVEL �! YH YARD HYDRANT I 9'-0" 8'-0" CONC. CURB _ I 0) •,I I EA. ISLAND tD TOTAL LANDSCAPE AREA - 2,977 S.F M04 6'—Dj x 12'-0" U! TOTAL ASPHALT AREA = 20,190 S.F. M135 -11"�' 1 DUMPSTER SCREEN + � ;SEE DETAIL I TOTAL GRAVEL AREA = 16,639 S.F. M I F C C ITV o .r TOTAL SITE AREA = 59.009 S.F. OM E I C I TOTAL BUILDING AREA 19,200 S.F. Z 00 o_D .�--48'-34" Z I 'I3•Y.}•••. I PARKING CALCULATIONS .• _ N CITY OF ARLINGTON 30' R.W. 30' R.W. ; 5'-0" ACCESSIBLE A OFFICE (3.6 / 1.000 S.F. OF GFA)/2,172 = B {` ROUTE OF TRAVEL .� _•��...., I N .._ .r. WAREHOUSING (1 PER 1,000 S.F. OF GFA)/16,952 =17 I PROPOSED BUILDING TOTAL REQUIRED 2g EA 1 646 S.F. 1 60' x 60 J��C� e,tillll \_1 ' 9484 S.F. �'yt r` ^1t ! r h. !�, > Y' >. :c+ 6 SPACES PROVIDED 20 REGULAR ``, ,C•� �•' 1. ' , LkAR .�i G'�.E:a f.Sr!�f E � T�' S`Ff G4sSi P't�C.`t��iT Z�: t^G6 COMPACTGARCO # 21065 ci!I •I; L d z�. �.! �, 1 2 HAND Epp, tJ.l't t:. =Y^.C�Jiatr:;i'lF rode, itG) " G ICeEPER2B PROVIDEDREA 508.5 S.F. of v� TOTAL49j 40' 54„ 6 4 0NA w", a�kPPR1�bIT-. / L 1= 21.68, R !— 25.00' Y 11�''• �, �. . � �"l. 4``�rJL,......n,..,.. \� / n , GRAVEL On C)a y C��EJ Q { 20 0 R—S-14't / I L = 3)6' d1h } 1/2•DIA RUBBER HOSE S 87° 33' 06" W 214.90' (�^>� itsc 3 trss rcncr7� L vE u�t1:a arm t"uir� Aulhdr{:A 4 BAR,3 PER TREE(TYP) I\ _ r _/ }a �� PLAN VIEW I12 GA, WIRE,TYAST TO TIGHTEN _ ThFS(J!H7T!3 Or?Ijl 6' f to tf�e permit.Prase r�f�to:h� PULL BURLAP OFFTW!`3C l0�i tWrItten larrrli fo r! f F,,..V?� l. . F � TOG'1/3 OF R00T �. � � ` 1 Fr;�d t1 II ;.I. F1 s.()- IZ q �:I.•.^.1]fa T.lT;1GGi 1a761a O� io in BALL C. '1''"'�,^•'•.^>; hl 1� 2 DEPTH MULCH AS SPECIFIED R 'vt ,w H i;€,:. :CAtJ:":• s ,_y a.o o:;"1�S s0e Pam. ...ors... N � � T TREES 1�HIGHER THAN 3• WATER BASIN r O CEDAR FENCING TO BE ATTACHED �"°�'°'s•'s•'� •�'�• PTH AT WHICH GROWN IN 1 f \It�O', O� TO FACE OF 2 X 65 NURSERY. r ' VVV V a•, 2 Y 6 AVOID DAMAGE TO ROOTS \� `L AVOID ROOTBALL WHEN �I`( v_ NOTES: PLACING STAKES. 1 TOPSOIL � 4X4TREATEDPOSTS 1, ALL ADJOINING LOTS ARE ZONED AS ytl-- TrPEA n U Q. 4 16 D GALVANIZED HOT BOX NAIL AIRPORT INDUSTRIAL. RECOMPACTED eREAN SIDES AND BOTTOM (,A: O`2( 12. NATIVE SOIL OF ND PIT TO ALLOWOW FOR ROOT PENETRATION. \ / v NO SCALE TREE STAKING DETAIL NOME P.EV15ION5 '°' BACKSTROM •1 ort oacn>non gtv/ �E DAKERVEW ROAD TtN drsw/Ms snd plmnm..xro,sG,on thls sheee,ss In.wmer,Gs od _ LANDSCAPE)PARKING PLAN s- t*Iro,sn-Mf 1.H.,"PropergdCpMgl—t ,.A DUMPSTER FENCING DETAIL- 1EU (50M'"'Ae�e u«lows drsM ys N umrc.e w s spseMsd protest ns naA r a ut COM-STEEL �' �� LLC. (aHoM1t ^M srrety►'�M on dons ba,IWlnm,f,-Ao,of A�. F11L>'!>>EI[OW1LL(BBµ 15F:, SITE C-2-01 "�` 1/18'.Y 'D /^�^ �n-['Yteel LLG.hwe bew,aeminlmNOnW.Aro ose or rsuee of ✓Y 3TQ� +m+ l� G C—d,..,, N t.,1 w,a+e.,t w w.,etsn pe,,,osNon o1 J.nErER Cpn-SYe°I LLG.YlntLn dlnvmbns on sAN eheri hs.s p,wiwwr eulsl dL,wnbM. .Ad ot, = gout j Laz,4 NJ 09, 09 04 OZ 0 04 TWOS DIHdV2lo < 1 f a t� t--15 d NISVE3 -j00�1 ,09 X .09L i ONIOl1f16 0350d021d y ' noln�I3dWI 18 of aimssd svm ills ]�JUNI 1b'H1 I10N is :;' ,; r f •,; ,��,� ,,, M1 NISb8 ion NISV9 ion DNIAI ]Vd 1SV3 ONIAdVd 1S3M I I —TT 09 X ,091 f ONI011ne 03S0d08d �� J L—Is {i dl NIVVU�j ��VHS SNOISNIWIa NISdB A00�j HON3c\A1 '11W�Jld ONIMinB A0 imi iv s 1 a]1Sn('(Ib 38 )b'W SNOUVOO� �vniov )ENO z-,s R idnldONOO SI lnO)\V 1HOIS i VHl IiON d1 i Aa'dW08 NISbB i LLOYD F. QUATTER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (206) 776-6018 CUZ FACTORY COVER STEEL BLDG Job: 3529 Date: 09/09/1999 Sht `� of/f -------------------------------------------------------- F• U Iddil HE IVED CE � SEP " 6 2000 CITY OF ARUNGTON 1261 6/ . ri ' I ��� � LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (206) 776-6018 CUZ FACTORY COVER STEEL SLDG Job: 3529 Date: 02/15/2000 Sht of % ., C- AA 17 -7S Xz � 11-74,13 2 � I E_ Ll IF f;) 14,61-- le ze l � 'GT R M `rk M� f � ii i. I. f { f Vl� x E + t.r V N 1=1 ,iLt ry� W a C5 a cD a ,%.1 16-4 I � f�fi r•y r „� .. � M Cal `Y `ryry_ ,�4yyyJ� R� I� y� w I c� a� ��•.r r. J, , t MW4 �, I T t t) PIZ f f f I a 04 co I M + f W .d I 1 I lfi W4 hl� fh 4q hY f 0 kD I i l i P4 VD ot czfm 0 ;T" Q r m 04 ./.�� u _ 3 + �� I I I I � N � .a . Q � I � 1 i LM o Rq * � T N �w I V It Law— TM { { Il { I In U7_ i� A4I'M I { = *9 Wow I r-a �r+S►S.e C1 + Ile, M f Fn -3 w ll7 I� ° � � � 1� �, ;;.ti � � . W r•� �3 � � � � E� .': �,,.} f� � � { � C'� � ►��� [� �a � ., N � ro � � � � � � c `� � � � � �' /'�'' f r w I N Il I1 11 � 1 ! I ICI i ilk I 16 � m I � � I in IN in N VD w L I I rti F+I C U �1 Ln a � LoLo c r�' `� 0 m rya m m OD 1 G5 9 V � l.a - cn \mil Y Fei c u PW t = co = W cn 4 l l J � � _y .L To f � cm rn I � ( I �-I II V � � � I � � I C � rw � f v .a in 00 N "� -, I r . +u7 m � P3 VX � Id'dd M�4 Ir�ll FF-. VM I I I f � \ � 2 / � � | Ln w � / � a % ; | A' \ � \ / . CD CQ u co U7 pq E-4 u c N E3 s LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (206) 776-6018 CUZ FACTORY COVER STEEL BLDG Job:3529 Date: 02/15/2000 Sht_�7off/ l --------------------------------------------------------- ----------------- =5 . oel ell -' �'`�% C.. �� ram'� �_. � f=.•�-�... two ,�._�; .,• � �. .2 4, �` T �� � LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (206) 776-6018 CUZ FACTORY COVER STEEL BLDG Job:3529 Date: 02/15/2000 Sht /;/of --------------------------------------------------------------------------- 10 . 1,2 o �P , � j D .j LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (206) 776-6018 CUZ FACTORY COVER STEEL BLDG Job: 3529 Date: 02/15/2000 Sht of ---------------------------------------------------------------------------- w I Certi icate of Design THIS CERTIFICATE IS TO CONFIRM THAT L COMPONENTS OF THE STEEL BUILDING SYSTEM DESCRIBED BELOW,TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC. HAVE BEEN OR WILL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, LOADS AND DESIGN CRITERIA AS SPECIFIED IN THE QRDER DOCUMENTS. 1. DESCRIPTION: HCI Job No. : 1803 Project Name: Crane Cover Customer's Name/Address: Cuz Concrete 19604 67" Ave. NE Arlington, WA 98223 Building Type / Size: 56-10"' x 124"" x 27'-6"' Building 1:12 Slope Site Location: Arlington, WA 2. DESIGN STANDARDS: AISC "Manual of Steel Construction": 9`h edition. AISI "Cold Formed Steel Design Manual": 1986 edition. AWS D1.1 "Structural Welding Code-Steel": 1996 edition. AWS D1.3 "Structural Welding Code-Sheet Steel": 1996 edition. MBMA"Low Rise Building Systems Manual": 1996 edition. ASTM "Standards in Building Codes": 1997 edition. 3. LOADS: Applicable Building Code(s): 1997 UBC; Occupancy Category: 4 (a) Dead Load- Actual Material Weight L,I (b) Collateral Load- `0' PSF RECEIVED (c) Roof Snow Load- `25' PSF, Roof Live Load—25 PSF SEP - 6 2000 (d) Wind Load- Wind Speed `80' MPH @ Exposure "C"; Enclosed (e) Seismic Load- Seismic Zone "3" Ca= 0.36 4. CERTIFICATION BY ENGINEER: I Michael McCann, a licensed Engineer in the State of Washington certify that I have reviewed the design criteria for the Steel Building System described above and to the best of my knowI all c onents have been or will be designed to mee the applicable criteria specifie iOV40RUR DOCUMENTS." Signa e: Dat I MAIN BUILDING CALCULATIONS PROJECT: CUZ CONCRETE CRANE COVER JOB NO: 1803 CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON, WA TABLE OF CONTENTS PROJECT: CUZ CONCRETE CRANE COVER JOB NO: 1803 CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON, WA ITEM DESCRIPTION Pages 1 CERTIFICATE OF DESIGN Main Building Calculations 2 Design Load & Reaction Summary 1-15 3 Roof Analysis & Design 1-19 4 Front Sidewall Analysis & Design 1-5 5 Back Sidewall Analysis & Design 1-5 6 Rigid Frame 1 Analysis & Design Frame(s) Ln: 1 - 4 1-11 7 Rigid Frame 2 Analysis & Design Frame(s) Ln: 5 1-11 8 Rigid Frame 3 Analysis & Design Frame(s) Ln: 6 1-11 Additional Calculations 1-,1'z DESIGN LOAD SUMMARY HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CUZ CONCRETE PRODUCTS, IN 19604 67TH AVENUE NE ARLINGTON, WA 98223 CUZ CONCRETE CRANE COVER 19604 67TH AVE NE ARLINGTON, WA 98223 1803 BUILDING DATA Width (ft) = 56.8 Length (ft) =124 .0 Eave Height (ft) = 27.5/ 32 .2 Roof Slope (rise/12 ) = 1.00 Dead Load (psf ) = 2.5 Live Load (psf ) = 20.0 Collat. Load (psf ) = 0.0 Snow Load (psf ) = 25.0 Wind Speed(mph ) = 80.0 Wind Code =UBC 97 Closed/Open =P Exposure =B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.36 Designer = BRUCE WELLENBRINK --------------- 6/12/00 06/12/00 DESCALC Page 1 of 15 DESIGN LOAD SUMMARY 1803 Design Loads For Each Building Component 6/12/00 2:06pm FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 11.2 -16.2 . . Girt/Header 14. 9 -19. 9 . . Panel 11.2 -16.2 . . Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 11.2 -16.2 . . Girt/Header 14. 9 -19. 9 . . Panel 11.2 -16.2 . . Jamb 06/12/00 DESCALC Page 2 of 15 h y } I DESIGN LOAD SUMMARY LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2 .6 20.0 25.0 0.0 12. 4 1. 00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 11.2 -16.2 . . Column 11.2 -16.2 . . Girt/Header 11.2 -16.2 . . Jamb 14 . 9 -19. 9 . . Panel WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter Wind-2 Bracing_Wind Long Surface Id Left Right Left ^Right Left Right Press Friction 1 0.00 0. 00 0.00 0. 00 0.00 0.00 0.80 0.00 2 -2 .00 -2. 00 0.00 0.00 -2.00 -2 .00 -1.20 0.00 3 0.00 0. 00 0.00 0.00 0.00 0.00 -0.50 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 6 1 1. 00 1 .00 1. 00 0.00 0.00 0. 00 0. 00 0 2 1 .00 0.00 0.50 0.00 0.00 1. 00 0. 00 0 3 1.00 0.00 0.50 0. 00 0.00 0. 00 1.00 0 4 1. 00 0.00 0. 00 0. 00 0.00 0. 00 0. 00 0 5 1.00 0.00 0.00 1.00 0.00 0. 00 0.00 0 6 1.00 0.00 0.00 0. 00 1.00 0. 00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 Aux Load Id Dead Collat Snow Left Right Left Right Id 5 1 1. 00 1. 00 1.00 0. 00 0.00 0. 00 0. 00 0 2 1.00 0.00 0.00 1. 00 0.00 0. 00 0. 00 0 3 1.00 0.00 0.00 0. 00 1.00 0. 00 0.00 0 4 1.00 0.00 0.00 0. 00 0.00 1. 00 0.00 0 5 1.00 0 .00 0.00 0. 00 0.00 0. 00 1.00 0 06/12/00 DESCALC Page 3 of 15 Z DESIGN LOAD SUMMARY RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind_Load Load Load Load Load Wind Ratio 2.5 20.0 25.0 0.0 12.4 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 11.2 -16.2 Column 11.2 -16.2 Girt/Header 11.2 -16.2 Jamb 14 . 9 -19. 9 Panel WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 0 .00 2 -2.00 -2.00 0.00 0. 00 -2. 00 -2.00 -1.20 0.00 3 0.00 0.00 0. 00 0.00 0.00 0.00 -0.50 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind I Aux Load Id Dead Collat Snow Left Right Press Column-Wind I Id 6 1 1. 00 1. 00 1. 00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0. 50 0.00 0.00 1. 00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0. 00 0.00 0. 00 0.00 0 5 1.00 0. 00 0. 00 1. 00 0.00 0. 00 0.00 0 6 1.00 0. 00 0.00 0.00 1.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 1 Aux Load Id Dead Collat Snow Left Right Left Right I Id 5 1 1.00 1. 00 1.00 0.00 0.00 0. 00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0. 00 0.00 0 3 1.00 0. 00 0. 00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0. 00 0.00 1. 00 0 .00 0 5 1.00 0.00 0.00 0.00 0.00 0. 00 1 .00 0 06/12/00 DESCALC Page 4 of 15 DESIGN LOAD SUMMARY ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.5 20.0 25.0 0.0 12.4 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -17. 4 . . Purlins 0.0 -21. 1 . . Panels 15.8 -15. 8 -8 .7 . . Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 2 1 1.00 1.00 1.00 0.00 0. 00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0. 00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1 .00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 06/12/00 DESCALC Page 5 of 15 Y DESIGN LOAD SUMMARY RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.5 20.0 25.0 0.0 12 . 4 1.00 0. 6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0. 80 -0.50 0. 00 2 -1. 20 -1.20 -1.20 -1 .20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load Coefficients------------------- No. Des Load Live/ Live -_-Wind_1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 29 1 1.00 1.00 1 . 00 0.00 0.00 0.00 0.00 0.00 0. 00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0. 00 0 3 1.00 0.00 0.00 0. 00 0.00 1.00 0.00 0.00 0. 00 0 4 1. 00 1.00 1 .00 0. 00 0.50 0.00 0.00 0.00 0. 00 0 5 1 .00 1. 00 1.00 0. 00 0.00 0.50 0.00 0.00 0. 00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0. 00 0 7 1. 00 0.00 0.50 0.00 0.00 1.00 0.00 0. 00 0. 00 0 8 1 .00 0.00 0.00 0. 00 0.00 0.00 1.00 0. 00 0. 00 0 9 1.00 0.00 0 .00 0.00 0.00 0.00 0.00 1. 00 0. 00 0 10 1.00 1.00 1 .00 0.00 0.00 0.00 0.50 0. 00 0. 00 0 11 1. 00 1.00 1 .00 0. 00 0.00 0.00 0.00 0. 50 0. 00 0 12 1.00 0.00 0.50 0. 00 0.00 0.00 1. 00 0.00 0. 00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0. 00 0 14 1.00 1.00 0.00 0. 00 0.00 0.00 0.00 0. 00 1. 00 0 15 1.00 1.00 0.00 0. 00 0.00 0.00 0.00 0.00 -1 . 00 0 16 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 1. 00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1. 00 0 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 1 19 1.00 1.00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 2 20 1. 00 1 .00 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 3 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 4 22 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0. 00 1 23 1 . 00 1.00 0. 00 0.00 0.00 0.50 0.00 0. 00 0. 00 2 24 1.00 1.00 0.00 0. 00 0.50 0.00 0.00 0. 00 0. 00 3 25 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0. 00 0. 00 4 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0. 00 0. 00 1 27 1. 00 1.00 0 .75 0. 00 0.00 0.00 0.00 0. 00 0. 00 2 28 1.00 1.00 0.75 0. 00 0.00 0.00 0 .00 0. 00 0. 00 3 29 1.00 1. 00 0.75 0.00 0.00 0.00 0.00 0. 00 0. 00 4 06/12/00 DESCALC Page 6 of 15 x :. I I DESIGN LOAD SUMMARY AUXILARY LOADS: No. Aux Aux No._Add -Add-Comb- Aux Id Name Loads Id Coef 4 1 FICRANEAI 4 1 -25.31 2 2.32 3 -6.74 4 2.32 2 FICRANEA2 4 1 -25.31 2 -2.32 3 -6.74 4 -2.32 3 FICRANEA3 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 FICRANEA4 4 1 -6.74 2 -2.32 3 -25.31 4 -2.32 ADDITIONAL LOADS: No. Add Surf Load P V M Dx Dy - Concentrated Add Id Id Type Wp1 Wp2 Co D11 D12 - Distributed 4 1 1 C 0.00 1. 00 0. 00 2. 50 18.23 2 1 C 1.00 0.00 0.00 2. 50 20.31 3 3 C 0.00 1.00 0.00 -4 .30 -14.01 4 3 C 1.00 0 .00 0.00 -4 . 30 -11. 92 06/12/00 DESCALC Page 7 of 15 i DESIGN LOAD SUMMARY RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.5 20.0 25.0 0. 0 12 .4 1.00 0.6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind_2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0. 00 2 -1.20 -1.20 -1.20 -1.20 0. 00 3 -0.50 0.80 -0. 50 0.80 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No._Des Load Live/ Live ---Wind_1-- ---Wind_2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 29 1 1.00 1.00 1.00 0. 00 0 .00 0.00 0.00 0. 00 0.00 0 2 1. 00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1. 00 0.00 0 .00 0. 00 0 .00 1.00 0.00 0. 00 0.00 0 4 1. 00 1 .00 1.00 0. 00 0.50 0.00 0 .00 0.00 0.00 0 5 1.00 1.00 1.00 0. 00 0. 00 0.50 0.00 0.00 0.00 0 6 1. 00 0.00 0.50 0.00 1 .00 0.00 0. 00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0. 00 1.00 0.00 0. 00 0.00 0 8 1. 00 0.00 0.00 0. 00 0.00 0.00 1 .00 0.00 0.00 0 9 1. 00 0.00 0.00 0. 00 0 . 00 0.00 0.00 1. 00 0.00 0 10 1. 00 1.00 1.00 0.00 0. 00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1 . 00 0.00 0. 00 0.00 0.00 0. 50 0.00 0 12 1 . 00 0.00 0 .50 0. 00 0.00 0.00 1.00 0. 00 0.00 0 13 1. 00 0.00 0.50 0.00 0.00 0.00 0 . 00 1.00 0. 00 0 14 1. 00 1.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 1. 00 0 15 1. 00 1.00 0.00 0.00 0. 00 0.00 0.00 0.00 -1.00 0 16 0. 00 0.00 0.00 0 . 00 0. 00 0.00 0.00 0. 00 1 . 00 0 17 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 -1. 00 0 18 1. 00 1.00 0. 00 0 . 00 0. 00 0.00 0 .00 0.00 0. 00 1 19 1. 00 1.00 0.00 0.00 0. 00 0.00 0.00 0. 00 0. 00 2 20 1. 00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 3 21 1.00 1.00 0.00 0. 00 0. 00 0.00 0 .00 0.00 0. 00 4 22 1. 00 1.00 0. 00 0.00 0.50 0.00 0.00 0.00 0. 00 1 23 1. 00 1.00 0. 00 0. 00 0.00 0.50 0 .00 0.00 0. 00 2 24 1. 00 1.00 0.00 0.00 0. 50 0.00 0.00 0.00 0. 00 3 25 1. 00 1.00 0.00 0. 00 0.00 0.50 0.00 0. 00 0. 00 4 26 1. 00 1.00 0.75 0. 00 0. 00 0.00 0 .00 0.00 0. 00 1 27 1.00 1.00 0.75 0.00 0.00 0.00 0 .00 0. 00 0. 00 2 28 1. 00 1.00 0.75 0.00 0. 00 0.00 0 .00 0.00 0. 00 3 29 1.00 1 .00 0.75 0. 00 0.00 0.00 0.00 0.00 0. 00 4 06/12/00 DESCALC Page 8 of 15 1 DESIGN LOAD SUMMARY AUXILARY LOADS: No. Aux Aux No. Add -Add Comb- Aux Id Name Loads Id Coef 4 1 F2CRANEAI 4 1 -25.31 2 2.32 3 -6.74 4 2.32 2 F2CRANEA2 4 1 -25.31 2 -2.32 3 -6.74 4 -2.32 3 F2CRANEA3 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 F2CRANEA4 4 1 -6.74 2 -2.32 3 -25.31 4 -2.32 ADDITIONAL LOADS: No. Add Surf Load P V M Dx Dy - Concentrated Add Id Id Type Wpl Wp2 Co D11 D12 - Distributed 4 1 1 C 0. 00 1.00 0.00 2.50 18 .23 2 1 C 1.00 0.00 0.00 2. 50 20.31 3 3 C 0.00 1.00 0.00 -4 .30 -14 .01 4 3 C 1.00 0.00 0.00 -4 .30 -11. 92 06/12/00 DESCALC Page 9 of 15 n I I DESIGN LOAD SUMMARY RIGID FRAME #3: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col ' 2.5 20.0 25 .0 0. 0 12.4 1.00 0. 6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0. 00 2 -1.20 -1.20 -1.20 -1.20 0. 00 3 -0.50 0. 80 -0.50 0. 80 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No. Des Load Live/ Live - -Wind_1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 29 1 1. 00 1. 00 1. 00 0.00 0.00 0.00 0.00 0.00 0. 00 0 2 1.00 0.00 0. 00 0.00 1.00 0.00 0.00 0.00 0. 00 0 3 1. 00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0. 00 0 4 1.00 1.00 1. 00 0. 00 0. 50 0.00 0.00 0.00 0. 00 0 5 1. 00 1.00 1.00 0.00 0. 00 0.50 0.00 0. 00 0. 00 0 6 1.00 0.00 0. 50 0.00 1.00 0.00 0.00 0.00 0 . 00 0 7 1. 00 0. 00 0. 50 0.00 0. 00 1.00 0.00 0. 00 0. 00 0 8 1. 00 0. 00 0.00 0.00 0.00 0.00 1.00 0.00 0. 00 0 9 1. 00 0.00 0.00 0.00 0. 00 0.00 0.00 1.00 0 . 00 0 10 1. 00 1. 00 1.00 0.00 0. 00 0.00 0.50 0.00 0. 00 0 11 1. 00 1. 00 1.00 0.00 0.00 0.00 0.00 0.50 0. 00 0 12 1. 00 0. 00 0.50 0.00 0.00 0.00 1.00 0.00 0. 00 0 13 1. 00 0. 00 0. 50 0.00 0.00 0.00 0. 00 1.00 0 . 00 0 14 1. 00 1 . 00 0. 00 0.00 0. 00 0.00 0.00 0.00 1. 00 0 15 1.00 1. 00 0.00 0.00 0.00 0.00 0.00 0.00 -1 . 00 0 16 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 1. 00 0 17 0.00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 -1. 00 0 18 1. 00 1. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 1 19 1.00 1. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 2 20 1. 00 1. 00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 3 21 1. 00 1.00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 4 22 1. 00 1. 00 0.00 0.00 0.50 0.00 0.00 0.00 0. 00 1 23 1. 00 1.00 0. 00 0.00 0. 00 0.50 0.00 0.00 0. 00 2 24 1. 0.0 1 .00 0.00 0.00 0.50 0.00 0.00 0.00 0. 00 3 25 1. 00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0. 00 4 26 1. 00 1.00 0.75 0.00 0. 00 0.00 0.00 0.00 0. 00 1 27 1.00 1.00 0.75 0.00 0. 00 0.00 0.00 0.00 0. 00 2 28 1. 00 1 .00 0.75 0.00 0. 00 0.00 0.00 0.00 0. 00 3 29 1. 00 1. 00 0.75 0.00 0. 00 0.00 0.00 0.00 0. 00 4 06/12/00 DESCALC Page 10 of 15 la fi II 1 I DESIGN LOAD SUMMARY AUXILARY LOADS: No. Aux Aux No. Add -Add_Comb- Aux Id Name Loads Id ' Coef 4 1 F2CRANEAI 4 1 -25.31 2 2.32 3 -6.74 4 2. 32 2 F2CRANEA2 4 1 -25.31 2 -2.32 3 -6.74 4 -2. 32 3 F2CRANEA3 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 F2CRANEA4 4 1 -6.74 2 -2.32 3 -25.31 4 -2.32 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx Dy - Concentrated Add Id Id Type I Wpl Wp2 Co D11 D12 - Distributed 4 1 1 C 0. 00 1.00 0. 00 2. 50 18.23 2 1 C 1.00 0.00 0.00 2.50 20. 31 3 3 C 0.00 1.00 0. 00 -4 .30 -14 .01 4 3 C 1.00 0.00 0. 00 -4 .30 -11. 92 06/12/00 DESCALC Page 11 of 15 e f DESIGN LOAD SUMMARY 1803 Reactions, Anchor Bolts, & Base Plates 6/12/00 2:06pm ---- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick ----- ----- -- ----- ----- -- ----- ----- --- ----- ----- ------ ----- * 1 A 1 8 .07 26. 45 2 -7.76 -9.29 4 0.875 8.00 20.88 0.500 3 7.50 43. 41 2 -7.76 -9.29 * 1 B 4 9.59-11.22 5 -8.02 42.99 4 0. 875 8 .00 24.88 0. 500 5 -8.02 42 . 99 4 9.59-11.22 5 A 6 8 .09 26. 44 2 -7.75 -9.29 4 0.875 8.00 20. 88 0.500 7 7 .55 43.41 2 -7 .75 -9.29 5 B 8 9.72-11.04 9 -8. 11 43.18 4 0.875 10.00 24 .88 0.500 9 -8 .11 43. 18 4 9.72-11.04 6 A 6 8.09 26. 44 2 -7.75 -9.29 4 0.875 8.00 20.88 0. 500 7 7 .55 43. 41 2 -7 .75 -9.29 6 B 8 9.72-11. 04 9 -8 . 11 43.18 4 0.875 10.00 24 .88 0.500 9 -8 .11 43. 18 4 9.72-11.04 ------------------------------------------------------------------------------ * 1 Frame Lines 1 2 3 4 Load Load Id Combination 1 DL+CO+0.75LL+FICRANEA4 2 DL+WL1 3 DL+CO+0.75LL+FICRANEA2 4 DL+WRl 5 DL+CO+0.75LL+FICRANEA3 6 DL+CO+0.75LL+F2CRANEA4 7 DL+CO+0.75LL+F2CRANEA2 8 DL+WR2 9 DL+CO+0.75LL+F2CRANEA3 10 DL+WRI+WS 11 DL+WP 06/12/00 DESCALC Page 12 of 15 fJ I i 1 f DESIGN LOAD SUMMARY BRACING/PANEL SHEAR REACTIONS: ------------------ With Bracing(k ) No 'Bracing(lb/ft) Wall Col Horz Vert Load At Id Id React React Base Angle 1 0. 00 2 1, 2 6. 90 8.30 2 3, 4 6 . 90 8.30 3 0.00 4 4, 3 6.51 6.59 4 2, 1 6.51 6. 59 06/12/00 DESCALC Page 13 of 15 I I DESIGN LOAD SUMMARY 1803 Additional Reactions Report 6/12/00 2:06pm Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_VR-- -Wind_L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz ert Horiz Vert ----- ------ ----- ----- -- * 1 A 0. 66 3.50 0. 00 0.00 4 . 62 17 . 61 0.00 0.00 - 8 . 42-12.79 * 1 B -0. 66 3.80 0.00 0.00 -4 . 62 17 .91 0. 00 0.00 -1. 66 -8 .40 ----------------------------------------------------------------------------- Frame Col -Wind Rl-- -Wind_L2-- -Wind_R2-- Seismic_L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- * 1 A 3.79 -6. 17 -8.42-12.79 3.79 -6. 17 -0. 65 -0. 62 0. 65 0. 62 * 1 B 10.26-15 . 02 -1. 66 -8. 40 10.26-15 .02 -0.55 0. 62 0. 55 -0.62 ------------------------------------------------------------------------------ Frame Col -FICRANEAI -FICRANEA2 -FICRANEA3 -FICRANEA4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- * 1 A -1.32 23.26 3. 38 26.70 - 0.75 6.30 3. 95 9.74 * 1 B -3.32 8 .79 1. 26 5.35 -3.89 25.75 0. 69 22.31 ------------------------------------------------------------------------------ Frame Col ---Dead--- Collateral ---Live--- --Live_VR-- -Wind_Ll-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz ert Horiz Vert ----- ------ ----- ----- ----- 5 A 0. 67 3.50 0. 00 0.00 4.70 17. 61 0.00 0.00 - 8. 42-12.79 5 B -0. 67 3. 99 0.00 0. 00 -4 . 70 17.91 0. 00 0.00 -1. 66 -8.40 ------------------------------------------------------------------------------ Frame Col -Wind_R1-- -Wind_L2-- -Wind_R2-- Seismic_L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert - - -5 A 3. 66 -6. 17 -8. 42-12.79 3. 66 -6. 17 -0. 64 -0. 62 0. 64 0. 62 5 B 10. 39-15. 03 -1. 66 -8. 40 10. 39-15.03 -0. 56 0. 62 0. 56 -0. 62 ------------------------------------------------------------------------------ Frame Col -F2CRANEAl -F2CRANEA2 -F2CRANEA3 -F2CRANEA4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert --5 A -1.27 23.26 3. 35 26.70 -0.73 6.29 3.89 9.74 5 B -3.37 8 . 79 1.29 5.35 -3. 91 25.76 0.75 22.31 ------------------------------------------------------------------------------ 06/12/00 DESCALC Page 14 of 15 DESIGN LOAD SUMMARY Frame Col ---Dead--- Collateral ---Live--- --Live_R-- '-Wind_Ll-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 6 A 0. 67 3.50 0.00 0.00 4 .70 17. 61 0.00 0.00 -8 .42-12.79 6 B -0. 67 3. 99 0. 00 0.00 -4 .70 17 . 91 0.00 0.00 -1.66 -8 . 40 ------------------------------------------------------------------------------ Frame Col -Wind Rl-- -Wind_L2-- -Wind R2-- Seismic_L- , Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 6 A 3. 66 -6. 17 -8. 42-12 .79 3. 66 -6. 17 -0.64 -0.62 0. 64 0.62 6 B 10.39-15.03 -1. 66 -8 . 40 10. 39-15.03 -0.56 0.62 0.56 -0. 62 ------------------------------------------------------------------------------ Frame Col -F2CRANEAl -F2CRANEA2 -F2CRANEA3 -F2CRANEA4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- 6 A -1 .27 23.26 3.35 26.70 -0.73 6.29 3. 89 9.74 6 B -3. 37 8 .79 1.29 5.35 -3. 91 25 .76 0.75 22.31 ------------------------------------------------------------------------------ * 1 Frame Lines 1 2 3 4 Endwall Column Reactions ------------------------ -Out_Of_Plane- Frame Col Dead Collat Live -Brc_Wind_L- -Brc_Wind_R- Wind_P Wind_S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ---------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf_Wind_L- -Raf_Wind_R- --Seismic_L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ---------------------------------------------------------------------------- 06/12/00 DESCALC Page 15 of 15 ., I I I I ROOF DESIGN *1803 Roof Design Input 6/12/ 0 12:43am *---------------------- * < PROGRAM OPERATION > *---------------------- * * (1) JOBID: (Max: 60 char) '1803' * (2) PROGRAM OPTIONS: * Run Run Run ---Build--- Seismic * Purlin Panel Brace Code Year Zone 'Y' 'Y' 'Y' 'UBC ' ' 97 ' 13 ' * (3)DESIGN CONSTANTS: * --------Steel_Yield-------- ------Stress_Ratio------ Lap Steel * Purlin Panel R_Col W_Col Purlin Panel Wind Frame Stiff Code 50.0 80.0 50.0 50.0 1 .03 1.03 1.03 .50 'WS' * (4)DEFLECTION LIMITS: * ------Purlin------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 120.0 90.0 . 0 120.0 120. 0 .0 90.0 90.0 80.0 * (5)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace fit VYr VY1 IYV VY1 IV * (6)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type, Use Offset Use Offset 'FF' 'Y' 12.000 'Y' 12. 000 06/12/00 ROOMES Page 1 of 19 li r. t 1 ROOF DESIGN *-------------------- * < BUILDING LAYOUT > *-------------------- * * (7)BUILDING SHAPE: (Max: 14 surfaces) * No. X_Coord Y_Coord * Surf (ft) (ft) 3 0.0000 27.5000 56.8333 32.2344 56.8333 0.0000 * (8)WALL BAY SPACING: (Max: 40 bays) * Wall Sets Of Bay No. * Id Bays Width Bays 1 1 28.4167 2 2 2 25.0000 4 24 .0000 1 3 1 56.8333 1 * (9) FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 0 3 0 4 0 * (10) PARTIAL WALLS: * Wall Set Of --Bay_Id-- Wall * Id Bays Start End Height 1 0 2 2 1 3 14 . 0000 4 5 28 .5000 3 0 4 2 1 1 19.0000 2 5 14 .0000 * (11) SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf_Ext--- Frame Recess ----Rafter—Size----- * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 'W8xl0 'w8xlo 06/12/00 ROOMES Page 2 of 19 I ROOF DESIGN *------------------- * < FRAMING DESIGN > *------------------- * * (12) PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 ' ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 * (13) PURLIN SPACING: * Surf Peak Max Set Set—Of -Set_Space- * Id Space Space Space Space Space No. 2 0.0000 5.0100 0. 0000 0 * (14) PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 * (15) PANELS: * Panel Panel Standing * Type Gage Seam 'HR ' 26.00 'N' * (16)WIND FRAMING SELECTION: * -----------Order_Of_Selection----------- * Wall Panel Diagonal Wind Wind Weak_Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y' 'N' 'N' 'N' 4 'N' 'Y' 'N' 'N' 'N' * (17)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 0.0 'R' 'N' 2 1 3 0 * (18) SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User_Selected_SW_Bays * Id Shear Type No. Bay_Id 2 75.0 'R' 2 1 3 4 75.0 'R' 2 3 5 * (19)WIND BENTS: * Wall --Member-- No Of * Id Type Depth Bays Bay_Id 2 'W' 0.00 0 4 'W' 0.00 0 * (20)WIND COLUMNS: * Wall --Member-- No Of Left/ * Id Type Depth Col Bay_Id Right 2 'W' 0. 00 0 4 'W' 0.00 0 06/12/00 ROOMES Page 3 of 19 i ROOF DESIGN * (21)WALL BRACING ATTACHMENT *Wall No Of Attach --Bay_Id-- No_Of * Id Attach Id Start End Level Level Height 2 1 1 1 5 2 19.0000 32.2344 4 1 2 1 5 2 19.0000 27 .5000 * (22) EAVE EXTENSIONS SIZE: * *Wall No—Of Ext --Bay_Id-- ---Extension_Size--- Edge_Extend *Id ' Extend Id Start End Height Width Slope Left Right 1 0 2 0 * (23)EAVE EXTENSIONS PURLINS: * *Ext Purlin OS_Flg IS_Fig Set Set—Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (24) CANOPY SIZE: * *Wall No_Of Ext --Bay_Id-- ---Extension_Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 3 0 4 0 * (25) CANOPY PURLINS: * *Ext Purlin OS Fig IS Fig Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (26)CANOPY PANELS: * *Ext Panel Panel Standing *Id Type Gage Seam * (27)BASE ELEVATION: * Sidewalls * Front Back 0.00 0.00 06/12/00 ROOMES Page 4 of 19 1 i ROOF DESIGN *----------------- * < DESIGN LOADS > *----------------- * * (28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind-Load Friction Edge Seismic * Load Load Load Load Wind Ratio Coef Strip Coef 2.5 20.0 25.0 0.0 12. 4 1. 00 .00 5. 683 . 3788 * (29)WIND PRESSURE/SUCTION: (psf ) * Deflection * Wind Wind Wind Wind Wind * Press Suct Suct_R Press Suct 0 . 0 -17.4 0. 0 -17 .4 . . Purlins 0.0 -34 .8 0. 0 -34 .8 . . Gable Extension 0 . 0 -34.8 0.0 -34 .8 B_SW Eave Extension 0 .0 -34 .8 0.0 -34 .8 F_SW Eave Extension 0.0 -34 .8 0.0 -34 .8 . . Canopies 0 . 0 -21.1 0. 0 -21.1 . . Panels 0.0 -34.8 0. 0 -34. 8 . . Canopy Panels 15 .8 -15.8 -8 .7 9. 9 -6.2 . . Bracing * (30) PURLIN DESIGN LOADS: * * Surf No-Des Load Live/ Wind Wind Aux_Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1. 00 1.00 .00 .00 0 .00 2 1.00 .00 .00 .00 1.00 0 .00 * (31) PURLIN DESIGN LOADS: Deflection * * Surf No Des Load Live/ Wind Wind Aux-Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 * (32)BRACING DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux-Load * Id Loads Id Dead Collat Snow Press Suct Seis Id Coef 2 4 1 1.00 .00 .00 1.00 1.00 .00 0 .00 2 1.00 .00 .50 1.00 1.00 .00 0 .00 3 1.00 1 .00 1.00 .50 .50 .00 0 . 00 4 1.00 1. 00 . 00 .00 .00 1.00 0 . 00 * (33)AUXILIARY LOADS: (Max: 20 loads) * No. Aux Aux No._Add Add-Load * Aux Id Name Combs Id Coef 0 * (34)ADDITIONAL LOADS: (Max: 40 loads) (F-lb/ft,N/M, W-psf, kN/M2, Dx-ft,mm) * No. Add Surf Basic Load Fy Dx - Concentrated * Add Id Id Load Type W1 W2 Dxl Dx2 Distributed 0 06/12/00 ROOMES Page 5 of 19 ,_ I I ROOF DESIGN * (35) PURLIN LAPS: (Enter lap on each side of each support) * *Surf Data ------Set-1------- ------Set-2-------- ------Set_3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 * (36) PURLIN LAPS: Extensions (Enter lap on each side of each support) * *Ext Data ------Set 1------- ------Set 2------- ------Set_3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan * (37) PURLIN STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 * (38) PURLIN STRAPS: Extensions * *Ext Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 06/12/00 ROOMES Page 6 of 19 ROOF DESIGN 1803 Bypass Purlin Design Report 6/12/ 0 2:05 m ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 5. 68) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist (ft) No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight Weight --- ---- -------- ----- ----- ----- ----- ---- ----- ------ ------ 1 8x30Z14 1. 00 4 . 39 1 0 3. 9 3. 9 1 2 8x30Z14 24 .00 2.88 4 .39 1 0 104 .8 104 . 8 2 3 8x30Z16 25.00 2.88 1 .88 4.39 1 0 94.6 94 . 6 3 4 8x30Z16 25 .00 1. 88 1. 88 4 .39 1 0 91.4 91.4 4 5 8x30Z16 25. 00 1.88 2.88 4 . 39 1 0 94 . 6 94 . 6 5 6 8x30Z14 23. 00 2.88 4 . 39 1 0 100. 9 100. 9 7 8x30Z14 1.00 4 . 39 1 0 3. 9 3. 9 Total (lb)= 494 .2 Purlin DL= 0. 91 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- --- 1 0.00 -0. 12 0.00 0.00 0.00 0.06 2 1. 13 -1 . 40 -1.75 0. 06 -5.27 9. 43 2. 93 7 .45 3 1. 56 1.21 -1 .21 -1. 44 7 .45 3.47 -2. 66 12. 99 3.49 5. 98 4 1. 49 1.27 -1 . 28 -1.50 5. 98 3.39 -3. 32 12. 46 3. 49 6.10 5 1. 46 1.23 -1 . 19 -1.54 6. 10 3.58 -2.78 12. 17 3.16 7 .09 6 1. 68 1.34 -1.07 7 . 09 2.74 -4 .74 14 . 05 0.06 7 0. 12 0.00 0. 06 0. 00 1.00 0. 00 06/12/00 ROOMES Page 7 of 19 :f L 1 ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0. 12 4 . 45 .0.03 RS 0.06 5.51 0.01 RS 0.00 0. 19 2 RL -1.40 4 . 45 0.32 MS 5.27 5.51 0. 96 RS 0. 60 -1.23 2. 40 3 RL -1.21 2. 41 0.50 RL 3.49 4 .21 0.83 RL 0.79 -,0.52 2.50 4 RL -1.28 2. 41 0.53 RL 3. 49 4 .21 0.83 RL 0.80 -0.83 2.50 5 LL 1.23 2. 41 0. 51 LL 3.58 4 .21 0.85 LL 0. 82 -0.58 2.50 6 LL 1.34 4 . 45 0.30 MS 4 .74 5.51 0.86 LS 0.54 -0. 99 2.30 7 LS 0.12 4 . 45 0. 03 LS 0.06 5.51 0.01 LS 0. 00 0. 16 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0. 5in A307 ) Id Left Right Left Right 2 0.71 0.39 3 0. 58 0.80 0. 40 0.54 4 0.80 0.81 0.54 0.55 5 0. 81 0.56 0.55 0.38 6 0.68 0.37 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.58 0. 54 0 .50 0. 46 Right 0.56 0.52 0.48 0. 43 06/12/00 ROOMES Page 8 of 19 t ,I 1 ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT (f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0. 00 0.09 0.00 0.00 0.00 -0.05 2 -0.85 • 1. 06 1.32 -0.05 3 . 98 9. 43 -2.21 -5. 63 3 -1.18 -0. 92 0. 92 1.09 -5. 63 -2.62 2.01 12. 99 -2. 64 -4 .52 4 -1. 13 -0.96 0. 97 1.14 -4 .52 -2.56 2.51 12.46 -2. 64 -4 . 61 5 -1. 10 -0. 93 0. 90 1.16 -4 . 61 -2.70 2.10 12. 17 -2.39 -5.36 6 -1.27 -1 .01 0.81 -5. 36 -2.07 3.58 14 .05 -0. 05 7 -0.09 0.00 -0.05 0.00 1. 00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT (f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0 .09 5. 93 0.02 RS 0. 05 7.34 0.01 RS 0.00 -0.18 2 RL 1.06 5. 93 0.18 MS 3. 98 5. 14 0.77 RS 0. 19 1. 14 3.20 3 RL 0. 92 3.21 0.29 MS 2.01 3. 93 0. 51 RL 0. 25 0.48 3.33 4 RL 0. 97 3.21 0 .30 MS 2.51 3. 93 0. 64 RL 0.26 0.77 3.33 5 LL -0. 93 3. 21 0.29 MS 2. 10 3. 93 0. 53 LL 0.26 0.54 3. 33 6 LL -1.01 5. 93 0. 17 MS 3.58 5.14 0. 70 LS 0. 17 0. 93 .3. 07. 7 LS -0. 09 5. 93 0.02 LS 0. 05 7.34 0. 01 LS 0.00 -0.15 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0. 5in A307 ) Id Left Right Left Right 2 0.54 0.22 3 0.44 0. 60 0. 23 0.31 4 0.60 0. 61 0.31 0.31 5 0. 61 0.42 0. 31 0.21 6 0.51 0.21 06/12/00 ROOMES Page 9 of 19 :.: I ROOF DESIGN 1803 Bypass Purlin Design Report 6/12/ 0 2:05pm ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist (ft) No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight Weight --- ---- -------- ----- ----- 1 8x30Z14 1. 00 4 .39 10 0 3. 9 39.0 1 2 8x30Z14 24 .00 2. 88 4 . 39 10 0 104 .8 1048 . 1 2 3 8x30Z16 25.00 2 .88 1. 88 4 .39 10 0 94 . 6 946. 1 3 4 8x30Z16 25. 00 1 .88 1. 88 4 .39 10 0 91.4 914 .3 4 5 8x30Z16 25. 00 1.88 2. 88 4 .39 10 0 94 . 6 946. 1 5 6 8x30Z14 23.00 2 .88 4 .39 10 0 100. 9 1009. 1 7 8x30Zl4 1. 00 4 .39 10 0 3. 9 39.0 Total(lb)= 4941. 6 Purlin DL= 0. 91 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT (f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- - 1 0.00 -0. 12 0.00 0.00 0.00 0.06 2 1.13 -1. 40 -1.75 0. 06 -5.27 9.43 2. 93 7 .45 3 1.56 1.21 -1.21 -1. 44 7. 45 3.47 -2. 66 12.99 3. 49 5. 98 4 1.49 1 .27 -1.28 -1.50 5. 98 3.39 -3. 32 12.46 3. 49 6.10 5 1.46 1.23 -1.19 -1.54 6. 10 3.58 -2.78 12. 17 3.16 7 .09 6 1. 68 1.34 -1.07 7.09 2.74 -4 .74 14 .05 0.06 7 0.12 0.00 0. 06 0. 00 1.00 0.00 06/12/00 ROOMES Page 10 of 19 e ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT (f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc - Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0. 12 4 . 45 0 .03 ' RS 0.06 5.51 0.01 RS 0.00 0.19 2 RL -1.40 4 .45 0.32 MS 5.27 5.51 0. 96 RS 0. 60 -1.23 2.40 3 RL -1.21 2. 41 0.50 RL 3.49 4 .21 0.83 RL 0.79 -.0.52 2. 50 4 RL -1.28 2.41 0.53 RL 3.49 4 .21 0.83 RL 0. 80 -0.83 2.50 5 LL 1.23 2.41 0 .51 LL 3.58 4 .21 0.85 LL 0.82 -0.58 2.50 6 LL 1. 34 4 .45 0.30 MS 4 .74 5.51 0.86 LS 0.54 -0. 99 2.30 7 LS 0. 12 4 .45 0.03 LS 0.06 5.51 0.01 LS 0.00 0. 16 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.71 0.39 3 0.58 0. 80 0. 40 0.54 4 0.80 0. 81 0. S4 0.55 5 0.81 0.56 0. 55 0.38 6 0.68 0. 37 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.58 0.54 0. 50 0. 46 Right 0.56 0.52 0. 48 0. 43 06/12/00 ROOMES Page I of 19 I I ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT (f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0 .07 0. 00 0. 00 0.00 -0.03 2 -0.74 0.79 0. 97 -0. 03 3.04 10.36 -1. 63 -4. 16 3 -0.85 -0. 67 0. 66 0.78 -4 . 16 -1. 97 1. 42 13.06 -1. 90 -3.24 4 -0.81 -0. 69 0 .70 0.82 -3.24 -1.83 1 . 83 12.46 -1. 89 -3.31 5 -0.79 -0. 67 0. 66 0. 84 -3. 31 -1. 94 1. 48 12. 10 -1.80 -3. 96 6 -0. 94 -0. 75 0.71 -3. 96 -1.52 2 .75 13.13 -0.03 7 -0.07 0.00 -0. 03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT (f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0. 07 5. 93 0.01 RS 0.03 7.34 0.00 RS 0.00 -0. 15 2 RL 0. 79 5. 93 0.13 MS 3.04 5. 14 0.59 RS 0 . 10 0. 92 3.20 3 LL -0. 67 3.21 0.21 MS 1. 42 3. 93 0.36 LL 0.14 0.34 3.33 4 RL 0.70 3.21 0.22 MS 1.83 3.93 0. 47 RL 0.13 0.59 3.33 5 LL -0. 67 3.21 0.21 MS 1.48 3. 93 0.38 LL 0.14 0.38 3.33 6 LL -0.75 5. 93 0. 13 MS 2.75 5.14 0.54 LS 0.10 0.75 3. 07 7 LS -0. 07 5. 93 0. 01 LS 0.03 7.34 0 .00 LS 0.00 -0.13 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.40 0. 17 3 0.33 0. 43 0 . 17 0.22 4 0. 43 0. 44 0.22 0.22 5 0.44 0.31 0.22 0. 16 6 0.38 0 . 16 06/12/00 ROOMES Page 12 of 19 f I ROOF DESIGN 1803 Bypass Purlin Design Report 6/12/ 0 2:05pm ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 5. 68) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist (ft) No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight Weight --- ---- -------- ----- ----- ----- ----- ---- ----- ------ ------ 1 8x30Z14 1. 00 4 .39 1 0 3. 9 3. 9 1 2 8x30Z14 24 . 00 2.88 4 .39 1 0 104 .8 104 .8 2 3 8x30Z16 25. 00 2.88 1.88 4 .39 1 0 94 . 6 94 . 6 3 4 8x30Zl6 25. 00 1.88 1.88 4 .39 1 0 91.4 91.4 4 5 8x30Z16 25.00 1 .88 2.88 4 .39 1 0 94 . 6 94 . 6 5 6 8x30Zl4 23. 00 2.88 4 .39 1 0 100. 9 100. 9 7 8x30Z14 1. 00 4 .39 1 0 3. 9 3. 9 Total (lb)= 494 . 2 Purlin DL= 0. 91 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT (f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0. 12 0. 00 0.00 0.00 0.06 2 1.13 -1.40 -1.75 0.06 -5.27 9.43 2. 93 7. 45 3 1.56 1.21 -1.21 -1.44 7 . 45 3. 47 -2. 66 12.99 3. 49 5. 98 4 1.49 1.27 -1.28 -1.50 5. 98 3.39 -3.32 12.46 3.49 6. 10 5 1. 46 1.23 -1. 19 -1.54 6. 10 3.58 -2.78 12.17 3.16 7. 09 6 1. 68 1.34 -1.07 7 .09 2.74 -4 .74 14.05 0. 06 7 0. 12 0.00 0.06 0. 00 1.00 0.00 06/12/00 ROOMES Page 13 of 19 I I I ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT (f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.12 4.45 0.03 RS 0. 06 5.51 0.01 RS 0.00 0.19-1.40 445 032 MS 527 551 0. 96 RS 0. 6 2 RL 0 -1.23 2.40 3 RL -1.21 2. 41 0. 50 RL 3. 49 4 .21 0.83 RL 0.79 -.0.52 2.50 4 RL -1 .28 2.41 0.53 RL 3.49 4 .21 0.83 RL 0.80 -0.83 2.50 5 LL 1.23 2.41 0.51 LL 3. 58 4 .21 0.85 LL 0.82 -0.58 2.50 6 LL 1.34 4 .45 0.30 MS 4 .74 5.51 0.86 LS 0.54 -0. 99 2.30 7 LS 0. 12 4 .45 0.03 LS 0.06 5.51 0.01 LS 0.00 0.16 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.71 0.39 3 0.58 0. 80 0. 40 0.54 4 0.80 0. 81 0.54 0.55 5 0.81 0.56 0.55 0.38 6 0.68 0.37 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.58 0. 54 0.50 0. 46 Right 0.56 0.52 0.48 0. 43 06/12/00 ROOMES Page 14 of 19 i ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT (f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- 1 0.00 0.09 0.00 0.00 0.00 -0.05 2 -0.85 1: 06 1. 32 -0.05 .3. 98 9.43 -2.21 -5. 63 3 -1.18 -0. 92 0. 92 1.09 -5. 63 -2. 62 2.01 12. 99 -2. 64 -4 .52 4 -1.13 -0. 96 0. 97 1. 14 -4.52 -2.56 2.51 12.46 -2. 64 -4 . 61 5 -1.10 -0. 93 0. 90 1. 16 -4.61 -2.70 2 .10 12. 17 -2.39 -5 .36 6 -1.27 -1. 01 0. 81 -5.36 -2.07 3.58 14 .05 -0.05 7 -0.09 0.00 -0.05 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT (f-k )---- Mom+Shr DEFLECTION (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.09 5. 93 0.02 RS 0.05 7 .34 0 .01 RS 0.00 -0. 18 2 RL 1.06 5.93 0.18 MS 3. 98 5.14 0.77 RS 0. 19 1. 14 3.20 3 RL 0.92 3.21 0.29 MS 2.01 3. 93 0 . 51 RL 0.25 0 . 48 3.33 4 RL 0. 97 3.21 0.30 MS 2.51 3. 93 -0. 64 RL 0.26 0.77 3.33 5 LL -0. 93 3.21 0.29 MS 2.10 3. 93 0.53 LL 0.26 0.54 3.33 6 LL -1. 01 5 . 93 0. 17 MS 3.58 5.14 0.70 LS 0. 17 0. 93 3.07 7 LS -0.09 5. 93 0.02 LS 0.05 7 . 34 0.01 LS 0. 00 -0. 15 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k } ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.54 0.22 3 0. 44 0. 60 0.23 0.31 4 0. 60 0. 61 0.31 0.31 5 0. 61 0. 42 0.31 0.21 6 0. 51 0 .21 06/12/00 ROOMES Page 15 of 19 x i ROOF DESIGN 1803 Roof Panel Report 6/12/ 0 2:05pm PANEL DATA: Panel: Type = HR Gage = 26.00 Yield = 80.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft) ---------- Surf Purlin Load Support Midspan -- Deflect (in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio ---- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 4 .387 D+L 56.3 105. 6 0.53 -40.5 123. 6 0.33 -0. 08 0.585 0.14 D+WP 5.1 140.8 0.04 -3.7 164 .8 0.02 0.00 0.585 0.00 D+WS -38 .3 164 .8 0.23 27. 6 140.8 0.20 0.07 0.585 0. 12 06/12/00 ROOMES Page 16 of 19 I I ROOF DESIGN 1803 Roof Diagonal Bracing Report 6/12/ 0 2:05pm Panel Shear (Allow) = 0.0 Panel Shear (Calc ) = 54 . 1 Bay Brace_Loc. ------Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Start End Type Size Part Wind Seismic Calc Allow -- ------- ------- ---- ----- 1 0. 00 28 . 42 R - 0. 625 ROD625 5.09 1.76 5. 09 7.87 28.42 56.83 R 0. 625 ROD625 5. 09 1. 76 5.09 7 .87 3 0. 00 28 . 42 R 0. 625 ROD625 5. 09 1.76 5.09 7 .87 28. 42 56.83 R 0. 625 ROD625 5. 09 1.76 5. 09 7 .87 ----------------------------------------- 1803 Sidewall Diagonal Bracing Report 6/12/ 0 2:05pm Panel Shear (Allow) = 75 .0 Panel Shear (Calc ) =750.0 (Wall 2) Panel Shear (Calc ) =750 .0 (Wall 4) Wall Bay Level ------Diag_Brace----- Diag_Force (k ) Brace_Tension(k ) Id Id Height Type Size Part Wind Seismic Calc Allow ---- --- ------ ---- ------ 2 1 19.00 R 0.750 ROD750 8 . 55 3.54 8 .55 11.20 32.23 R 0. 625 ROD625 7 . 64 3.16 7 . 64 7 . 87 2 3 19.00 R 0.750 ROD750 8. 55 3.54 8 .55 11 .20 32.23 R 0. 625 ROD625 7 . 64 3.16 7 . 64 7 . 87 4 3 19.00 R 0.750 ROD750 8 . 05 3.42 8 .05 11.20 27 .50 R 0. 625 ROD625 6. 76 2.87 6.76 7 . 87 4 5 19.00 R 0.750 ROD750 8 . 05 3.42 8 .05 11.20 27 .50 R 0. 625 ROD625 6.76 2.87 6.76 7 . 87 Wall Bay Col Wind-Max Seismic-Max Id Id Id Horz Vert (+/-) Horz Vert (+/-) 2 1 1 -6. 90 8 .30 -2.86 3. 43 2 1 2 6. 90 8.30 2 .86 3. 43 2 3 3 -6. 90 8.30 -2 .86 3. 43 2 3 4 6. 90 8.30 2.86 3. 43 4 3 3 -6.51 6.59 -2.76 2. 80 4 3 4 6. 51 6.59 2.76 2. 80 4 5 5 -6. 51 6.59 -2 .76 2. 80 4 5 6 6. 51 6.59 2.76 2. 80 06/12/00 ROOMES Page 17 of 19 I ROOF DESIGN ---------------------------- 1803 Braced Purlin Report 6/12/ 0 2:05pm Surf Span Brace Purlin Load ----Axial (k ) ---- --Moment (f-k ) -- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ----- -------- ---- ----- ----- ---- ----- ----- ---- ------- 2 2 28 . 4 8x30Zl4 1 6.70 15. 82 0.42 1.20 5.14 0.23 0.72 2 6.70 15.82 0.42 1.20 7 .34 0. 16 0. 54 3 3.35 15. 82 0.21 4 . 43 7.34 0. 60 0.59 4 2.32 15. 82 0.15 0. 48 7 .34 0. 07 0.18 2 3 28 . 4 8x30Z16 1 3.35 11. 66 0.29 0. 61 3.93 0. 15 0.46 2 3.35 11 . 66 0.29 0.79 5.62 0. 14 0.44 3 1.68 11. 66 0. 14 2. 94 5.62 0.52 0. 64 4 1.38 11. 66 0.12 0.32 4 .93 0.06 0. 18 2 4 28 .4 8x30Z16 1 6.70 11. 66 0.58 0.76 3.93 0.19 0.87 2 6.70 11. 66 0.58 0.79 5.62 0. 14 0.79 3 3.35 11. 66 0.29 2.94 5.62 0. 52 0.86 4 2.77 11. 66 0.24 0.32 4 .77 0.07 0.31 2 5 28 .4 8x30Z16 1 6.70 11. 66 0.58 0. 63 3. 93 0.16 0.82 2 6.70 11. 66 0.58 0.81 5.62 0. 14 0.80 3 3.35 11. 66 0.29 3.01 5.62 0.54 0.88 4 1 .83 11. 66 0. 16 0.33 4.88 0.07 0.22 2 6 28.4 8x30Z14 1 6.70 16. 11 0.42 1.08 5.14 0.21 0.68 2 6.70 16. 11 0. 42 1.08 7.34 0. 15 0.52 3 3.35 16. 11 0.21 3. 99 7.34 0.54 0.56 4 0. 90 16. 11 0. 06 0. 43 7.34 0.06 0.09 1803 Eave Strut Report p 6/12/ 0 2:05 m Wall Bay Eave Axial_Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- --- -------- ------ ------ ----- ----- 2 1 8x30Z16 10.46 2.86 15. 17 0. 69 2 2 8x30Z16 3.55 1.01 15.17 0.23 2 3 8x30Zl6 10. 46 3.18 15.17 0. 69 2 4 8x30Zl6 7. 10 1.34 15.17 0.47 2 5 8x30Z16 7. 10 0. 66 15. 17 0. 47 4 5 8x30Zl6 9. 66 2.76 15. 17 0. 64 4 4 8x30Z16 3. 15 0. 96 15.17 0.21 4 3 8x30Z16 9. 66 3.08 15. 17 0. 64 4 2 8x30Z16 6.31 1.27 15. 17 0.42 4 1 8x30Z16 6.31 0. 62 15.17 0. 42 06/12/00 ROOMES Page 18 of 19 i ROOF DESIGN 1803 Strut Bolt Report 6/12/ 0 2: 05pm EAVE STRUTS: Wall Frm_Line ----Bolt-Selected----- ---Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio 2` 1 RF+ 4 A325 0.500 2 ** 10. 46 10. 61 0. 99 2 2 RF 4 A325 0.500 2 ** 10. 46 10. 61 0. 99 2 3 RF 4 A325 0.500 .2 ** 10. 46 10. 61 0. 99 2 4 RF 4 A325 0.500 2 ** 10.46 10. 61 0. 99 2 5 RF 4 A325 0.500 2 ** 7 .10 10. 61 0. 67 2 6 RF 4 A325 0.500 2 ** 7 . 10 10. 61 0. 67 4 1 RF 4 A325 0.500 2 ** 9. 66 10. 61 0. 91 4 2 RF 4 A325 0.500 2 ** 9. 66 10. 61 0. 91 4 3 RF 4 A325 0. 500 2 ** 9. 66 10 . 61 0. 91 4 4 RF 4 A325 0.500 2 ** 9. 66 10. 61 0. 91 4 5 RF 4 A325 0. 500 2 ** 6.31 10. 61 0. 59 4 6 RF 4 A325 0.500 2 ** 6.31 10. 61 0.59 PURLINS: Surf Frm_Line Brace ----Bolt-Selected----- Load ---Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio 2 1 RF 28 .42 4 A325 0. 500 2 ** 1 6.70 13. 00 0. 52 2 2 RF 28.42 4 A325 0. 500 2 ** 1 6.70 13. 00 0. 52 2 3 RF 28.42 4 A325 0. 500 2 ** 1 6.70 10. 61 0. 63 2 4 RF 28 .42 4 A325 0.500 2 ** 1 6.70 10. 61 0. 63 2 5 RF 28.42 4 A325 0.500 2 ** 1 6.70 10 . 61 0. 63 2 6 RF 28 .42 4 A325 0.500 2 ** 1 6.70 13. 00 0. 52 **NOTE : Not standard bolt connection 1803 Roof Design Warning Report 6/12/ 0 2:05pm- No Warnings A P PcD C- A\JE nR � NtAuad 1 .8� k 5. ' 4-( o 06/12/00 ROOMES Page 19 of 19 1 1 f :� FRONT SIDEWALL DESIGN- SIDEWALL ON BAYLINE B *1803 Sidewall Design Input File 6/12/ 0 2:05pm * (1) JOBID: '1803' * (2) PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code ' F' 'Y' ,Y' . 50 'WS' * (3)DESIGN CONSTANTS: * ----- Steel_Yield ----- Stress Ratio ---Deflect_Ratio--- Wind Load * C-Sec W-Sec R-Sec Panel Girt Stress—Ratio Girt Panel PartW Ratio 50.0 50.0 50.0 80.0 1.03 1.03 90. 90 . 90. 1. 00 * (4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel III T V 7 IYY T Y 1 * (5)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset IFFY 'Y' 12 .000 'Y' 12.000 * (6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 3 0.0000 27 . 5000 56. 8333 32.2344 56.8333 0. 0000 * (7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 2 25.0000 4 24 .0000 1 * (8) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 0 * (9) PARTIAL WALLS: * Set Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 2 'C' 'N' 1 3 14 .0000 'C' 'N' 4 5 28.5000 06/12/00 SWDES-F Pagel of 5 FRONT SIDEWALL DESIGN-SIDEWALL ON BAYLINE B * (10)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * Type Brace Depth Lap Space Length ' ZF' 1Y' 10.000 0.0000 7.3333 10.0000 * (11)GIRT LOCATION: * Set No. Girt * Loc Girt Location IV 3 19.0000 24 .0000 28.5000 * (12)WALL PANELS: * Panel Panel * Type Gage 'HR ' 26.00 * (13)LOADING: * * Wind Wind * Pressure Suction 11.2 -16.2 . . Girt/Header 14 . 9 -19. 9 . . Panel 11.2 -16.2 . . Jamb 06/12/00 SWDES-F Page 2 of 5 :f FRONT SIDEWALL DESIGN-SIDEWALL ON BAYLINE B 1803 Flush Girt Design Report 6/12/00 2:05 m GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 --- ---- -------- -------- -------- -------- 1 4 14.000 19.000 24 . 000 28 .500 2 4 14 . 000 19.000 24 .000 28 . 500 3 4 14.000 19.000 24 .000 28 . 500 4 1 28. 500 5 1 28. 500 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 --- ---- -------- -------- -------- -------- 1 4 23.25 23.25 23.25 23.25 2 4 24 .25 24 .25 24 .25 24 .25 3 4 24.25 24 .25 24 .25 24 .25 4 1 24 .25 5 1 22.25 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 1 4 10x30C14 1Ox30Z14 1Ox30Z14 1Ox30Z14 2 4 1Ox30C14 1Ox30Z14 1Ox30Z14 1Ox30Z14 3 4 1Ox30C14 1Ox30Z14 1Ox30Z14 1Ox30Z14 4 1 1Ox30C14 5 1 1Ox30C14 06/12/00 SWDES-F Page 3 of 5 :t: I i FRONT SIDEWALL DESIGN-SIDEWALL ON BAYLINE B GIRT ACTIONS: Bay Girt Ld ----Shear(k .)--- --Moment (f-k ) -- ---Deflect (in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.33 4 .81 0.07 -1.89 10.20 0.19 =0.35 3. 10 0.11 WS -0.47 4.81 0. 10 2.74 7 . 92 0.35 0.51 3. 10 0.16 1 2 WP 0. 65 4 .68 0. 14 -3.78 9. 90 0.38 -0 . 69 3. 10 0.22 , WS -0. 94 4 . 68 0.20 5. 47 8 .27 0.66 1 .00 3. 10 0.32 1 3 WP 0. 62 4 . 68 0.13 -3.59 9. 90 0.36 -0. 66 3.10 0.21 WS -0.89 4 . 68 0.19 5.20 8.27 0.63 0. 95 3. 10 0.31 1 4 WP -0.49 4.68 0.11 -2.86 9. 90 0.29 -0.52 3. 10 0. 17 WS -0.71 4 . 68 0. 15 4 .14 8.27 0.50 0.76 3. 10 0.24 2 1 WP 0.34 4 .81 0.07 -2.06 10.20 0.20 -0. 42 3.23 0.13 WS -0.49 4 .81 0. 10 2.98 7 .76 0.38 0. 60 3.23 0.19 2 2 WP 0. 68 4.68 0.15 -4. 12 9. 90 0.42 *-0.82 3.23 0.25 WS -0. 98 4 . 68 0.21 5. 95 8 .02 0.74 1. 18 3.23 0 .37 2 3 WP -0. 65 4 . 68 0. 14 -3. 91 9. 90 0.40 -0.78 3.23 0.24 WS -0.93 4. 68 0.20 5. 66 8 . 02 0.71 1. 12 3.23 0.35 2 4 WP -0.51 4 . 68 0. 11 -3. 12 9. 90 0.31 -0. 62 3.23 0.19 WS -0.74 4. 68 0.16 4 . 51 8. 02 0.56 0. 89 3.23 0.28 3 1 WP 0.34 4.81 0.07 -2.06 10.20 0.20 -0. 42 3.23 0 . 13 WS -0. 49 4 .81 0.10 2. 98 7 .76 0.38 0. 60 3.23 0.19 3 2 WP 0. 68 4 . 68 0. 15 -4 .12 9. 90 0.42 -0. 82 3:23 0 .25 WS -0. 98 4. 68 0.21 5. 95 8 .02 0.74 1. 18 3.23 0.37 3 3 WP -0. 65 4 . 68 0. 14 -3. 91 9. 90 0.40 -0.78 3.23 0 .24 WS -0. 93 4 . 68 0.20 5. 66 8. 02 0.71 1. 12 3. 23 0.35 3 4 WP -0.51 4 . 68 0.11 -3. 12 9. 90 0.31 -0. 62 3.23 0 . 19 WS -0.74 4 . 68 0.16 4 .51 8.02 0.56 0. 89 3.23 0.28 4 1 WP -0.21 4 .81 0.04 -1.26 10.20 0.12 -0.26 3.23 0. 08 WS -0.30 4.81 0. 06 1.83 7 .76 0.24 0. 37 3.23 0. 11 5 1 WP 0. 19 4 .81 0.04 -1.06 10. 20 0.10 -0. 18 2.97 0.06 WS -0.28 4 .81 0.06 1.54 8 . 07 0.19 0.26 2.97 0.09 06/12/00 SWDES-F Page 4 of 5 i FRONT SIDEWALL DESIGN - SIDEWALL ON BAYLINE B ----------------------------------1803 Wall Panel Report 6/12/00 2:05pm PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 ; Yield = 80 , MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft) --------- Span Span LD Support Midspan ---Deflect (in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 5.00 WP 39. 9 140.8 0.28 -28.8 164 .8 0.17 -0.08 0. 67 0. 12 WS -53.2 164 .8 0. 32 38 .4 140.8 0.27 0. 11 0. 67 0. 17 2 5.00 WP 39. 9 140. 8 0.28 -13.5 164 .8 0.08 -0.02 0. 67 0. 04 WS -53.2 164 .8 0.32 18.0 140.8 0.13 0.03 0. 67 0. 05 3 4 .50 WP 26.8 140. 8 0. 19 -13. 6 164 . 8 0.08 -0.03 0. 60 0. 04 WS -35. 8 164 .8 0.22 18. 1 140. 8 0.13 0 .03 0. 60 0. 06 4 3.07 WP 21. 6 140. 8 0. 15 -8.4 164 .8 0.05 -0.01 0.41 0 . 02 WS -28 .8 164 .8 0. 17 11.2 140 . 8 0.08 0 . 01 0. 41 0. 02 -------------------- ------------------------ 1803 Weight Summary 6/12/00 2:05pm Girts = 1484 .07 Frame Openings = 0. 00 1484 .07 1803 Sidewall Design Warning Report 6/12/00 2: 05pm No Warnings 06/12/00 SWDES-F Page 5 of 5 v BACK SIDEWALL DESIGN- SIDEWALL ON BAYLINE A *1803 Sidewall Design Input File 6/12/ 0 2:05pm * (1) JOBID: ' 1803' (2) PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code 'B' 'Y' 'Y' .50 'WS' * (3) DESIGN CONSTANTS: * ----- Steel Yield ----- Stress Ratio ---Deflect_Ratio--- Wind_Load * C-Sec W-Sec R-Sec Panel Girt Panel Girt Panel PartW Ratio 50.0 50.0 50.0 80. 0 1.03 1. 03 90. 90. 90. 1.00 * (4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel III FYI T V 1 T Y 1 * (5)BUILDING TYPE: * Build L_Expand_EW R_Expand—EW * Type Use Offset Use Offset 'FF' 'Y' 12 .000 'Y' 12.000 * (6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 3 0. 0000 27 .5000 56. 8333 32.2344 56. 8333 0.0000 * (7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets_Of Bay No. * Bays Width Bays 2 24.0000 1 25.0000 4 * (8) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 0 * (9) PARTIAL WALLS: * Set Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 2 'C' 'N' 1 1 19.0000 'C' 'N' 2 5 14.0000 06/12/00 SWDES-B Page 1 of 5 BACK SIDEWALL DESIGN-SIDEWALL ON BAYLINE A * (10)GIRT DESIGN: * Girt In_Flg Set Set Max Max—Unbr * Type Brace Depth Lap Space Length 'ZF' 'Y' 10.000 0.0000 7. 3333 10.'0000 * (11)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 19.0000 24 .0000 * (12)WALL PANELS: * Panel Panel * Type Gage 'HR ' 26.00 * (13)LOADING: * * Wind Wind * Pressure Suction 11.2 -16.2 . . Girt/Header 14. 9 -19. 9 . . Panel 11.2 -16.2 . . Jamb 06/12/00 SWDES-B Page 2 of 5 i M BACK SIDEWALL DESIGN-SIDEWALL ON BAYLINE A 1803 Flush Girt Design Report 6/12/00 2: 05pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 2 19.000 24 .000 2 3 14.000 19.000 24 .000 3 3 14.000 19.000 24 .000 4 3 14.000 19.000 24.000 5 3 14 .000 19.000 24.000 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 1 2 22.25 22.25 2 3 24.25 24 .25 24 .25 3 3 24.25 24 .25 24 .25 4 3 24 .25 24 .25 24 .25 5 3 23.25 23.25 23.25 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 1 2 1Ox3OC14 10x3OZ14 2 3 10x30C14 1Ox3OZ14 1Ox3OZ14 3 3 10x30C14 1Ox3OZ14 1Ox3OZ14 4 3 1Ox3OC14 1Ox3OZ14 10x30Z14 5 3 1Ox3OC14 1Ox3OZ14 1Ox3OZ14 06/12/00 SWDES-B Page 3 of 5 f BACK SIDEWALL DESIGN-SIDEWALL ON BAYLINE A GIRT ACTIONS: 'Bay Girt Ld ----Shear (k ) --- --Moment (f-k ) -- ---Deflect (in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP 0.31 4 . 81 0.06 -1.73 10.20 0. 17 -0.29 2.97 0.10 WS -0.45 4 .81 0.09 2. 51 8.07 0.31 0.43 2. 97 0. 14 1 2 WP 0. 49 4 . 68 0.10 -2.71 9. 90 0.27 -0. 45 2.97 0.15 , WS -0.71 4 . 68 0.15 3. 93 8.51 0.46 0. 66 2. 97 0.22 2 1 WP 0.34 4 .81 0.07 -2.06 10.20 0.20 -0. 42 3.23 0.13 WS -0.49 4 .81 0.10 2. 98 7.76 0.38 0. 60 3.23 0. 19 2 2 WP 0. 68 4 . 68 0.15 -4 . 12 9. 90 0.42 -0.82 3.23 0.25 WS -0. 98 4 . 68 0.21 5. 95 8.02 0,74 1.18 3.23 0.37 2 3 WP 0.53 4 . 68 0.11 -3.22 9. 90 0.33 -0. 64 3.23 0.20 WS -0.77 4 . 68 0.16 4 . 66 8.02 0.58 0. 93 3.23 0.29 3 1 WP 0.34 4. 81 0.07 -2.06 10.20 0.20 -0. 42 3'.23 0 .13 WS -0.49 4 . 81 0. 10 2. 98 7.76 0.38 0. 60 3.23 0.19 3 2 WP 0. 68 4 . 68 0.15 -4 . 12 9. 90 0.42 -0. 82 3.23 0.25 WS -0. 98 4 . 68 0.21 5. 95 8.02 0.74 1. 18 3.23 0.37 3 3 WP 0.53 4 . 68 0.11 -3.22 9. 90 0.33 -0. 64 3.23 0.20 WS -0.77 4 . 68 0. 16 4 . 66 8.02 0.58 0. 93 3.23 0.29 4 1 WP 0.34 4 . 81 0.07 -2.06 10.20 0.20 -0.42 3.23 0.13 WS -0.49 4 . 81 0.10 2. 98 7.76 0.38 0. 60 3.23 0.19 4 2 WP 0. 68 4 . 68 0.15 -4 .12 9. 90 0. 42 -0. 82 3.23 0.25 WS -0. 98 4 . 68 0.21 5. 95 8.02 0.74 1.18 3.23 0. 37 4 3 WP 0 .53 4 . 68 0.11 -3.22 9. 90 0.33 -0. 64 3.23 0.20 WS -0.77 4 . 68 0.16 4 . 66 8.02 0.58 0. 93 3.23 0. 29 5 1 WP 0.33 4 . 81 0.07 -1.89 10.20 0.19 -0.35 3. 10 0. 11 WS -0. 47 4 . 81 0.10 2.74 7 . 92 0.35 0.51 3. 10 0. 16 5 2 WP 0. 65 4 . 68 0.14 -3.78 9. 90 0. 38 -0. 69 3. 10 0.22 WS -0. 94 4 . 68 0.20 5. 47 8 .27 0. 66 1. 00 3. 10 0.32 5 3 WP 0.51 4 . 68 0.11 -2. 96 9. 90 0. 30 -0.54 3. 10 0. 17 WS -0.74 4 . 68 0. 16 4 .29 8 .27 0.52 0.78 3. 10 0 .25 06/12/00 SWDES-B Page 4 of 5 I BACK SIDEWALL DESIGN-SIDEWALL ON BAYLINE A 1803 Wall Panel Report 6/12/00 2:05pm PANEL REACTIONS: (Back Sidwall, Bay= 2) Panel: Type = HR ; Gage = 26.00 ; Yield = 80 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect (in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 5.00 WP 41.1 140. 8 0.29 -28.3 164 .8 0. 17 -0.08 0. 67 0 . 12 WS -54 .8 164 . 8 0 . 33 37.8 140. 8 0.27 0.11 0. 67 0. 16 2 5.00 WP 41.1 140. 8 0.29 -15.5 164 .8 0.09 -0.03 0. 67 0. 05 WS -54 .8 164 . 8 0. 33 20.7 140. 8 0. 15 0.04 0. 67 0. 06 3 2. 83 WP 22.0 140.8 0. 16 -6. 0 164 .8 0.04 0.00 0.38 0. 01 WS -29. 4 164 . 8 0. 18 8.0 140.8 0.06 0.00 0.38 0. 01 1803 Weight Summary P 6/12/00 2: 05pm Girts = 1479. 63 Frame Openings = 0.00 1479. 63 1803 Sidewall Design Warning Report 6/12/00 2:05pm -------------------------------------------------------`---- . . No Warnings 06/12/00 SWDES-B Page 5 of 5 i RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 *1803 Rigid Frame Design Input Echo 6/12/ 0 5:31pm * (1) JOBID: (Max: 60 char) ' 1803 ' * (2) PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 1 'RF ' 5. 00 25.00 7 'P' 'P' 189' 1.00 'UBC ' 197 ' 13 ' * (3)ANALYSIS OPTIONS: * Plate Depth Column_Dep_Opt (in) Rafter_Dep_Opt (in) Web-Stiffener * Opt Opt Typ Min Max Typ Min Max Use Ratio BSide 'N' 'N' ICI 7 .50 36.00 'C' 10.00 72.00 'N' • 0.00 '_Y ' * (4) DESIGN CONSTANTS: * -----------Steel_Yield(ksi ) ----------- ----Stress_Ratio---- Deflect Limit * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50. 0 50. 0 50 .0 35.0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 60. 0 120. 0 * (5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React ' I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'N' 'N' 'N' 'Y' 'Y' * (6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0. 0000 27 .5000 0.000 56.8333 32 .2344 8 . 000 56.8333 0.0000 0.000 * (7)MEMBER DEPTHS: * Surf Member --Depth(in) -- No. Interior_Depths * Id Size Start End Dep Loc. (ft) Depth(in) 1 '-------- 20.000 20. 000 0 2 '--------' 24 .000 24 . 000 3 16. 9746 24 .000 26.9746 24 .000 36. 9746 24 . 000 3 '--------' 24 .000 24.000 0 * (8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc (ft) Type 1 0 2 1 0. 0000 'VEE' 3 1 0. 0000 'VEE' 06/12/00 RFDES-1 Page 1 of 11 i RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 * (9) SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness (in) * Id. Seg Id (ft) Width Web O.S. Flg I.S.Flg 1 2 1 20. 00 8.0 0. 1875 0.3750 0. 5000 2 0.00 8.0 0. 1875 0.3750 0.5000 2 1 3 0. 00 6.0 0. 1875 0.3125 0.3750 3 1 4 0.00 6.0 0.1875 0.3125 0. 3125 4 1 5 0. 00 6.0 0. 1875 0.3125 0.3125 5 1 6 0. 00 6.0 0. 1875 0.3125 0.3750 6 2 7 0.00 8.0 0. 1875 0.3750 0. 5000 8 20. 00 8 .0 0 . 1875 0.3750 0. 5000 * (10) INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (11)BASE ELEVATION: * Elev .0.00 Left Column 0. 00 Right Column * (12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location (ft) 1 10.00 0.00 0. 000 3 14 .000 19.000 24 . 000 3 10.00 0. 00 0.000 4 14 .000 19. 000 24 .000 28.500 * (13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set-Of -Set_Space- * Id Depth Project Lap Purlin Space Space Space No. 2 8.00 0. 00 2 .875 12 0. 000 0 * (14) FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 3 1 2 3 2 7 1 2 4 6 9 11 12 3 3 1 2 4 * (15) SIDEWALL EXTENSIONS: *Surf No Ext -------Extension-Size------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 3 0 * (16) EXTENSION LOADS: *Ext Dead Collat Live Windl Coeff Wind2 Coeff Facia Wind *Id psf psf psf Left rRight Left Right Left Right 06/12/00 RFDES-1 Page 2 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 * (17)BASIC LOADS: * Basic Wind Seis Weak_Axis-Force * Dead ' Live Snow Collateral Wind . Load Load L-Col R-Col * psf psf psf psf psf Ratio k 2.50 20.00 25.00 0.00 12.43 1.00 0. 6 0.00 0.00 * (18)WIND COEFFICIENTS: * Surf --Wind_1--- --Wind_2--- Surface * Id Left Right Left Right Friction 1 0. 80 -0.50 0.80 -0.50 0.00 2 -1. 20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 * (19) DESIGN LOADS: * --------------------Load_Coefficients------------------- *Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux-Load *No.^ Id Dead Collat Snow Right Left Right Left Right Seis Id Coeff 29 1 1. 00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0. 00 3 1.00 0.00 0.00 0 . 00 0.00 1.00 0 .00 0.00 0. 00 0 0. 00 4 1.00 1.00 1. 00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0. 00 0 0. 00 7 1.00 0.00 0. 50 0.00 0.00 1.00 0.00 0 .00 0.00 0 0.00 8 1. 00 0.00 0.00 0 .00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0 .00 0. 00 0 0. 00 11 1.00 1.00 1. 00 0.00 0.00 0.00 0.00 0 .50 0.00 0 0. 00 12 1.00 0. 00 0.50 0.00 0.00 0.00 1.00 0 .00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0. 00 15 1.00 1.00 0.00 0 .00 0.00 0. 00 0.00 0 .00 -1.00 0 0. 00 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 -1.00 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 1 1. 00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 2 1. 00 20 1.00 1.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 3 1.00 21 1.00 1.00 0.00 0. 00 0.00 0.00 0.00 0 .00 0.00 4 1.00 22 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 23 1.00 1. 00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 2 1.00 24 1.00 1.00 0.00 0. 00 0.50 0. 00 0.00 0 .00 0.00 3 1. 00 25 1.00 1.00 0. 00 0.00 0.00 0.50 0.00 0 .00 0.00 4 1.00 26 1.00 1.00 0.75 0. 00 0.00 0. 00 0.00 0.00 0.00 1 1.00 27 1.00 1 .00 0.75 0. 00 0.00 0.00 0.00 0.00 0.00 2 1.00 28 1.00 1.00 0.75 0 . 00 0.00 0. 00 0.00 0 .00 0.00 3 1.00 29 1.00 1.00 0.75 0. 00 0.00 0.00 0.00 0.00 0.00 4 1.00 06/12/00 RFDES-1 Page 3 of 11 Y 7: ��t C: RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 * (20)AUXILARY LOADS: *No. Aux Aux No. Add Add_Comb *Aux Id Name Loads Id Coeff 4 1 'FICRANEAI ' 4 1 -25.31 2 2.32 3 -6.74 4 2.32 2 'FICRANEA2 ' 4 1 -25.31 2 -2.32 3 -6.74 4 -2.32 3 'FICRANEA3 ' 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 'FICRANEA4 ' 4 1 -6.74 2 -2. 32 3 -25.31 4 -2. 32 * (21)ADDITIONAL LOADS: (F-k , W-k/ft, Dx, Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co D11 D12 -Dist 4 1 1 '------' 'C ' 0.00 1.00 0.000 2.500 18 .227 2 1 '------' 'C ' 1.00 0. 00 0.000 2.500 20 .310 3 3 ------' 'C 0.00 1.00 0.000 -4 .300 -14 .008 4 3 ------ 'C 1 .00 0.00 0.000 -4 .300 -11 . 924 * (22) FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 06/12/00 RFDES-1 Page 4 of 11 - -- -- - � | x � � | RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 1803 Base Plate and Anchor Bolt Design 6/12/ 0 5: 31pm Bolt Type = A307 Weak Column Max_Reactions (k ) Axis ---Plate_Size (in) --- ----Bolts (in) ---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage ------ ----- ----- ----- ----- ----- ------ ----- ----- -- Left 43.4 -7 .0 8.1 0.0 8.0 20.88 0.500 2 0.875 4 .00 Right 43.0 -8 .4 -8.0 0.0 8 .0 24.88 0. 500 2 0.875 4.00 1803 Bolted-End-Plate Design 6/12/ 0 5:31pm Bolt Type = A325 Splice Member -Plate (in) -- Tens Load(k , f-k ) ------Bolt (in) ------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd 1 VEE 1- 2 8 . 0 1.000 Top 29 18 173 2 1.000 4.00 3.50 0.375F Bot: 2 -7 83 2 1.000 4 .00 3.50 0 .375F 2 VEE 5- 6 8 . 0 1.000 Top: 26 -17 165 2 1. 000 4 .00 3.50 0.375F Bot: 3 9 124 2 1. 000 4 .00 3.50 0.375F 06/12/00 RFDES-1 Page 5 of l I RIGID FRAME 3 DESIGN-FRAME ON BAYLINES'l -4 1803 Stiffener Report 6/12/ 0 5:31pm --------------------- ------- ------------ Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio Col 1 1 4 . 00 0.375 115.2 114 . 4 1.01 Col 2 1 4 . 00 0.375 108.0 113. 9 0. 95 1603 Flange Brace Report 6/12/ 0 5 :31pm Surf No. Id Brace Flange Braces 1 3 Loc 1 2 3 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 Force: 0. 69 0.87 1.06 2 7 Loc 1 2 4 6 9 11 12 Sides: 2 2 2 2 2 2 2 Part L2x.075 L2x. 075 L2x.075 L2x.075 L2x.075 L2x. 075 L2x.075 Force: 0.75 0 .43 0.50 0. 65 0.51 0. 45 0. 77 3 3 Loc 1 2 4 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 Force: 0. 60 0. 64 0.92 1803 Weld Report: Web To Flange 6/12/ 0 5: 31pm -Weld Provided- ----Max_Weld_Shear----- One_Side-Of_Web Member Segment Section Load Shear Size Shear Id Id Id Id Win ) (in) Win ) 1 1 1 29 0.36 0.188 3. 18 1 2 6 29 0.35 0.188 3. 18 2 3 8 1 0.59 0. 188 3.18 3 4 13 29 0.26 0. 188 3. 18 4 5 18 26 0.22 0. 188 3. 18 5 6 23 1 0. 61 0. 188 3.18 6 7 26 28 0.29 0.188 3. 18 6 8 31 28 0.29 0.188 3. 18 06/12/00 RFDES-1 Page 6 of 11 I RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 -4 1803 Special Segment Report 6/12/ 0 5:31pm SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.188 ( 0. 188) Flange Width= 6.000 ( 8 .000) Flange Thick= 0.313 ( 0.375) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.188 ( 0. 188) Flange Width= 6.000 ( 8 . 000) Flange Thick= 0.313 ( 0.375) 1803 Design Summary Report 6/12/ 0 5:31pm -------------------- MEMBERS: Mem Segj Flange lWeb_Depthl Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flgjId Ld UcvjId Ld Uco11d Ld Uci 1 1 20.0 8.0 20. 0 20. 0 0. 188 0 .375 0.500 1 29 0.30 5 29 0. 66 5 29 0.74 1 2 6.8 8 .0 20.0 20. 0 0. 188 0.375 0.500 6 29 0.30 7 29 0.81 7 29 0.87 2 3 15 .5 6.0 24.0 24 . 0 0. 188 0.313 0.375 8 1 0.81 8 29 0. 94 8 29 1 .02 3 4 10.0 6.0 24.0 24 . 0 0. 188 0.313 0.313 13 29 0.38 15 1 0. 80 15 1 0. 66 4 5 10.0 6.0 24.0 24 . 0 0. 188 0.313 0.313 18 26 0.32 16 1 0. 80 16 1 0. 66 5 6 17 . 8 6.0 24.0 24 .0 0. 188 0.313 0.375 23 1 0.84 23 26 0. 91 23 26 0. 96 6 7 11. 5 8 .0 24.0 24 . 0 0. 188 0. 375 0.500 26 28 0.35 24 26 0. 62 24 26 0 .70 6 8 20. 0 8.0 24. 0 24 .0 0. 188 0.375 0.500 31 28 0.35 27 25 0.55 28 28 0.57 LOAD COMBINATIONS: 1 - DL+CO+LL 25 - DL+CO+WR1/2+AUX4 26 - DL+CO+0.75LL+AUX1 28 - DL+CO+0.75LL+AUX3 29 - DL+CO+0.75LL+AUX4 WEIGHTS: Member 1 2 3 4 5 6 ---------- ---- ---- ---- ---- ---- ---- Weight (lb) 970 455 281 281 522 1227 Total Weight (lb) Frame Members = 3735 Interior Col. = 0 Conn. Plates = 458 Base Plates = 52 Trans Stiff = 0 4245 06/12/00 RFDES-1 Page 7 of 11 i RIGID FRAME 3 DESIGN-FRAME ON BAYLINES I - 4 REACTIONS: (Sidewall Columns) Load -----Left-Column------ -----Right_Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) M(f-k ) ---- ------ ------- ------- ------ ------- ------- 1 5.28 21. 11 0.00 -5.28 21.71 0.00 2 -7 .76 -9.29 0.00 -2.32 -4 . 60 0.00 3 4. 46 -2. 67 0.00 9.59 -11.22 0. 00 4 1. 07 14 .72 0.00 -6. 11 17. 51 0.00 5 7 .18 18.03 0.00 -0. 15 14.20 0.00 6 -5.45 -0.48 0.00 -4 . 63 4 .35 0.00 7 6.76 6.14 0.00 7 . 29 -2.27 0.00 8 -7.76 -9.29 0.00 -2. 32 -4 . 60 0.00 9 4 . 46 -2.67 0.00 9.59 -11.22 0.00 10 1. 07 14 .72 0.00 -6. 11 17.51 0.00 11 7. 18 18 .03 0.00 -0. 15 14.20 0.00 12 -5. 45 -0. 48 0.00 -4 . 63 4 .35 0.00 13 6.76 6. 14 0.00 7.29 -2.27 0.00 14 0.01 2. 88 0.00 -1. 21 4 . 42 0.00 15 1.32 4 . 12 0.00 -0. 12 3. 18 0.00 16 -0.65 -0. 62 0.00 -0.55 0. 62 0.00 17 0. 65 0. 62 0.00 0.55 -0. 62 0.00 18 -0. 65 26.76 0.00 -3. 99 12.59 0. 00 19 4.04 30. 20 0.00 0. 60 9.15 0. 00 20 -0.08 9. 80 0. 00 -4 .56 29.55 0. 00 21 4. 61 13.24 0.00 0.03 26.11 0. 00 22 -4 . 86 20.37 0.00 -4. 82 8.39 0. 00 23 5. 94 27 . 12 0.00 5.73 1. 63 0. 00 24 -4.30 3. 40 0. 00 -5.38 25.35 0.00 25 6. 51 10. 15 0.00 5. 16 18. 60 0. 00 26 2.81 39. 97 0.00 -7.45 26.02 0. 00 27 7.50 43.41 0.00 -2.86 22.58 0.00 28 3.38 23.00 0.00 -8 .02 42. 99 0.00 29 8. 07 26. 45 0.00 -3.43 39.54 0. 00 06/12/00 RFDES-1 Page 8 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 -4 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 0.11 0. 11 -2. 17 2 2.19 2. 19 0.86 3 -3.89 -3. 90 0. 94 4 1.20 1. 20 -1. 60 5 -1.84 -1.85 -1.56 6 2.24 2.24 -0. 09 7 -3.84 -3. 85 -0. 01 8 2.19 2. 19 0. 86 9 -3.89 -3. 90 0. 94 10 1.20 1.20 -1. 60 11 -1.84 -1. 85 -1. 56 12 2.24 2.24 -0. 09 13 -3.84 -3. 85 -0. 01 14 0.53 0.53 -0.28 15 -0.50 -0. 50 -0.27 16 0.51 0.51 0. 00 17 -0.51 -0.51 0. 00 18 1.89 1.89 -0.35 19 -1.33 -1.33 -0.30 20 0. 67 0. 67 -0. 32 21 -2.55 -2.55 -0.27 22 2. 98 2. 98 0.22 23 -3.28 -3.29 0. 31 24 1.76 1.76 0.25 25 -4 .50 -4 . 51 0. 34 26 1.96 1. 96 -1.77 27 -1.25 -1.26 -1.72 28 0.75 0. 74 -1.74 29 -2.47 -2. 48 -1.70 06/12/00 RFDES-1 Page 9 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINES 1 - 4 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 2822 3459 313 2 147 172 790 3 82 97 724 4 267 315 425 5 174 204 435 6 143 169 7846 7 83 98 88265 8 147 172 790 9 82 97 724 10 267 315 425 11 174 204 435 12 143 169 7846 13 83 98 88265 14 608 715 2454 15 643 755 2535 16 625 734 99999 17 625 734 99999 18 170 200 1973 19 242 283 2275 20 479 566 2144 21 126 148 2505 22 108 127 3067 23 97 114 2216 24 183 215 2729 25 71 83 2034 26 163 193 385 27 256 299 395 28 431 512 391 29 130 152 402 Max Live Vertical = -1. 97, Span/Deflection = 345 Max Horizontal Drift= -4 . 50, Eave Height/Drift= 71. 06/12/00 RFDES-1 Page 10 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINES I - 4 1803 Rigid Frame Clearances 6/12/ 0 5:31pm VERTICAL CLEARANCE: ------------------ Left Col 24110-15" (X= l'08-11", Y= 24110-15") Right Col 29103-15" (X= 54 '09-04", Y= 29103-15") Midspan 27 '10-05" (X= 37 '00-14", Y= 27'10-05") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 53100-09" (Xl= 1'08-11 X2= 54109-04") 1803 Rigid Frame Design Warnings 6/12/ 0 5: 31pm ---------------- ----------------------------- No Warnings 06/12/00 RFDES-1 Page 11 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 *1803 Rigid Frame Design Input Echo 6/12/ 0 5 31pm * (1)JOBID: (Max: 60 char) ' 1803 ' * (2) PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 2 'RF 5.00 25.00 7 'P' 'P' 189' 1.00 'UBC ' 197 ' ' 3 ' * (3)ANALYSIS OPTIONS: * Plate Depth Column_Dep_Opt (in) Rafter_Dep_Opt (in) Web Stiffener * Opt Opt Typ Min Max Typ Min Max Use Ratio BSide 'N' 'N' 'C' 7.50 36.00 'C' 10.00 72. 00 'N' 0.00 '_Y ' * (4)DESIGN CONSTANTS: * -----------Steel_Yield(ksi )----------- ----Stress_Ratio---- Deflect Limit * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50.0 50.0 50. 0 35. 0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 60. 0 120.0 * (5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React x (6)BUILDING SHAPE: 1 1 lV lV LV V 1 1 * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0. 0000 27 .5000 0. 000 56. 8333 32.2344 8. 000 56. 8333 0.0000 0.000 * (7)MEMBER DEPTHS: * Surf Member --Depth(in) -- No. Interior_Depths * Id Size Start End Dep Loc. (ft) Depth(in) 1 '-------- 20.000 20.000 0 2 '--------' 24 .000 24 .000 3 16.9746 24 .000 26.9746 24 .000 36. 9746 24 .000 3 -- ----' 24 .000 24 .000 0 * (8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc (ft) Type 1 0 2 1 0. 0000 'VEE' 3 1 0.0000 'VEE' 06/12/00 RFDES-2 Page 1 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 * (9) SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 2 1 20.00 8 .0 0. 1875 0. 3750 0.5000 2 0.00 8 .0 0.1875 0.3750 0.5000 2 1 3 0.00 6.0 0. 1875 0.3125 0.3750 3 1 4 0.00 6.0 0. 1875 0.3125 0.3125 I 4 1 5 0.00 6. 0 0.1875 0.3125 0.3125 5 1 6 0.00 6.0 0. 1875 0.3125 0.3750 6 2 7 0. 00 10. 0 0. 1875 0.3750 0.5000 8 20.00 10. 0 0. 1875 0.3750 0.5000 * (10) INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (11)BASE ELEVATION: * Elev 0. 00 Left Column 0. 00 Right Column * (12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 10.00 0.00 0.000 3 14 . 000 19. 000 24 . 000 3 10. 00 0.00 0.000 1 28. 500 * (13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set_Of -Set_Space- Id Depth Project Lap Purlin Space Space Space No. 2 8 .00 0.00 2. 875 12 0.000 0 * (14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 2 1 2 2 7 1 2 4 6 9 11 12 3 1 1 * (15)SIDEWALL EXTENSIONS: *Surf No Ext -------Extension-Size------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 3 0 * (16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Windt Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right 06/12/00 RFDES-2 Page 2 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 * (17)BASIC LOADS: * Basic Wind Seis Weak_Axis-Force * Dead Live Snow Collateral Wind Load Load L_Col R_Col * psf psf psf psf psf Ratio k 2.50 20.00 25 . 00 0.00 12.43 1. 00 0. 6 0.00 0.00 * (18)WIND COEFFICIENTS: * Surf --Wind 1--- --Wind 2--- Surface * Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1 . 20 0. 00 3 -0.50 0.80 -0.50 0. 80 0.00 * (19)DESIGN LOADS: * --------------------Load_Coefficients------------------- *Des Load Live/ Live ---Wind_1-- ---Wind 2-- Aux Load *No. Id Dead Collat Snow Right Left Right Left Right Seis Id Coeff 29 1 1.00 1. 00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 2 1.00 0. 00 0.00 0. 00 1.00 0.00 0.00 0. 00 0.00 0 0.00 3 1.00 0. 00 0 .00 0. 00 0.00 1.00 0.00 0. 00 0.00 0 0 .00 4 1.00 1. 00 1.00 0. 00 0.50 0.00 0.00 0. 00 0. 00 0 0 . 00 5 1. 00 1. 00 1.00 0. 00 0.00 0.50 0.00 0. 00 0. 00 0 0 .00 6 1.00 0. 00 0. 50 0. 00 1. 00 0.00 0.00 0. 00 0. 00 0 0.00 7 1 .00 0. 00 0 . 50 0. 00 0.00 1.00 0. 00 0. 00 0.00 0 0.00 8 1. 00 0. 00 0.00 0. 00 0.00 0.00 1.00 0.00 0.00 0 0 .00 9 1.00 0. 00• 0.00 0. 00 0. 00 0.00 0.00 1. 00 0.00 0 0 . 00 10 1 . 00 1.00 1. 00 0. 00 0. 00 0.00 0. 50 0. 00 0. 00 0 0 . 00 11 1.00 1.00 1.00 0. 00 0.00 0.00 0.00 0. 50 0.00 0 0 .00 12 1.00 0. 00 0. 50 0. 00 0.00 0.00 1. 00 0. 00 0. 00 0 0. 00 13 1.00 0.00 0 .50 0.00 0. 00 0.00 0.00 1. 00 0.00 0 0.00 14 1.00 1. 00 0. 00 0. 00 0.00 0.00 0.00 0. 00 1. 00 0 0 . 00 15 1.00 1. 00 0 .00 0. 00 0. 00 0.00 0.00 0. 00 -1. 00 0 0 . 00 16 0.00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0.00 1. 00 0 0 . 00 17 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0. 00 -1.00 0 0. 00 18 1.00 1. 00 0. 00 0.00 0.00 0.00 0. 00 0. 00 0. 00 1 1 .00 19 1. 00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1. 00 20 1 .00 1. 00 0. 00 0.00 0.00 0.00 0.00 0. 00 0.00 3 1. 00 21 1.00 1.00 0. 00 0.00 0. 00 0.00 0.00 0. 00 0.00 4 1. 00 22 1 .00 1. 00 0. 00 0.00 0. 50 0.00 0.00 0. 00 0. 00 1 1. 00 23 1.00 1.00 0.00 0.00 0. 00 0.50 0.00 0. 00 0. 00 2 1.00 24 1 .00 1.00 0.00 0.00 0.50 0.00 0.00 0. 00 0.00 3 1. 00 25 1. 00 1.00 0. 00 0.00 0. 00 0.50 0.00 0.00 0.00 4 1.00 26 1.00 1. 00 0. 75 0. 00 0.00 0.00 0 .00 0.00 0. 00 1 1.00 27 1. 00 1.00 0. 75 0.00 0. 00 0.00 0.00 0.00 0.00 2 1. 00 28 1. 00 1. 00 0.75 0.00 0.00 0.00 0.00 0.00 0. 00 3 1. 00 29 1. 00 1.00 0. 75 0.00 0. 00 0.00 0.00 0.00 0.00 4 1. 00 06/12/00 RFDES-2 Page 3 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 * (20)AUXILARY LOADS: *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 4 1 'F2CRANEAI ' 4 1 -25.31 2 2.32 3 -6.74 4 2.32 2 'F2CRANEA2 ' 4 1 -25.31 2 -2.32 3 -6.74 4 -2.32 3 'F2CRANEA3 ' 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 'F2CRANEA4 ' 4 1 -6.74 2 -2.32 3 -25.31 4 -2.32 * (21)ADDITIONAL LOADS: (F-k , W-k/ft, Dx, Dy, Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co D11 D12 -Dist 4 1 1 '----- 'C ' 0.00 1.00 0.000 2.500 18 .227 2 1 '------ 'C ' 1.00 0.00 0. 000 2.500 20. 310 3 3 ------' 'C 0.00 1 .00 0.000 -4 .300 -14 .008 4 3 '------' 'C ' 1.00 0.00 0.000 -4 .300 -11. 924 * (22) FLOOR BEAMS: * Bay No. Beam Beam Con—Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 06/12/00 RFDES-2 Page 4 of 11 _ i i `ti I RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 1803 Base Plate and Anchor Bolt Design 6/12/ 0 5:31 m Bolt Type = A307 Weak Column Max_Reactions (k ) Axis ---Plate_Size (in) --- ----Bolts (in) ---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage ------ ----- ----- ----- ----- ----- ------ ----- ----- ----- ---- Left 43.4 -7.0 8 . 1 0. 0 8 .0 20.88 0. 500 2 0.875 4.00 Right 43.2 -8 .3 -8. 1 0.0 10. 0 24 .88 0.500 2 0.875 4 .00 1803 Bolted-End-Plate Design 6/12/ 0 5:31 m Bolt Type = A325 Splice Member -Plate (in) -- Tens Load(k , f-k ) ------Bolt (in) ------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd 1 VEE 1- 2 8 . 0 1.000 Top: 29 18 174 2 1.000 4.00 3.50 0 375F Bot: 2 -7 83 2 1.000 4 .00 3.50 0.375F 2 VEE 5- 6 10. 0 0. 750 Top: 26 -17 168 2 0. 875 4.00 3.50 0.313F Bot: 9 9 127 2 0. 875 4 .00 3.50 0.250F 06/12/00 RFDES-2 Page 5 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 ---------- -------------------- 1803 -- Stiffener Report 6/12/ 0 5:31pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio Col 1 1 4 . 00 0.375 115.5 114.4 1.01 Col 2 1 5. 00 0.500 110. 4 173. 6 0. 64 -1803-------------------Flange-Brace Report 6/12/ 0 5:31pm Surf No. Id Brace Flange Braces --i-------- 1 2 Loc 2 Sides: 2 2 Part : L2x. 075 L2x.075 Force: 0. 69 0.87 2 7 Loc 1 2 4 6 9 11 12 Sides: 2 2 2 2 2 2 2 Part L2x. 075 L2x.075 L2x.075 L2x.075 L2x.075 L2x. 075 L2x.075 Force: 0.75 0.42 0. 48 0. 64 0.51 0. 47 0.79 3 1 Loc 1 Sides: 2 Part : L2x. 075 Force: 0. 96 1803 Weld Report: Web To Flange 6/12/ 0 5:31pm -Weld Provided- ----Max_Weld_Shear----- One_Side_Of_Web Member Segment Section Load Shear Size Shear Id Id Id Id Win ) (in) Win ) ------ ------- ------- ------ ------- ----- ------- 1 1 1 29 0.36 0.188 3. 18 1 2 6 29 0.36 0,188 3. 18 2 3 8 1 0.59 0.188 3. 18 3 4 13 29 0.26 0.188 3. 18 4 5 18 26 0.22 0. 188 3. 18 5 6 23 1 0. 61 0. 188 3. 18 6 7 26 28 0.30 0.188 3.18 6 8 31 28 0.30 0.188 3.18 06/12/00 RFDES-2 Page 6 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 1803 --Special Segment Report 6/12/ 0 5:31pm SEGMENT SIZE AT LEFT COLUMN: --=-------------------------- Web Thick= 0. 188 ( 0. 188) Flange Width= 6. 000 ( 8 .000) Flange Thick= 0. 313 ( 0.375) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0. 188 ( 0. 188) Flange Width= 6. 000 ( 10.000) Flange Thick= 0. 313 ( 0.375) 3 -Design Summary Report 6 12/ 0 5:31 m P MEMBERS: Mem Seg1 Flange JWeb_Depthl Plate_Thickness Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci --- ----- ----- -- - ---- 1 1 20.0 8.0 20.0 20. 0 0. 188 0.375 0.500 1 29 0.30 5 29 0. 66 5 29 0. 75 1 2 6. 8 8 . 0 20.0 20.0 0. 188 0. 375 0. 500 6 29 0. 30 7 29 0. 81 7 29 0. 88 2 3 15.5 6. 0 24 .0 24 . 0 0. 188 0. 313 0.375 8 1 0.81 8 29 0. 95 8 29 1. 03 3 4 10.0 6. 0 24 . 0 24 . 0 0. 188 0. 313 0.313 13 29 0.38 15 1 0.78 15 1 0. 64 4 5 10.0 6. 0 24 .0 24 .0 0. 188 0.313 0.313 18 26 0.32 16 1 0.78 16 1 0. 64 5 6 17. 8 6. 0 24 . 0 24 . 0 0. 188 0.313 0.375 23 1 0. 84 23 26 0. 93 23 26 0. 98 6 7 11.5 10 24 . 0 24 .0 0. 188 0.375 0.500 26 28 0.36 25 3 0.77 25 26 0. 86 6 8 20.0 10 24 .0 24.0 0. 188 0. 375 0.500 31 28 0.36 27 25 0.75 28 28 0. 99 LOAD COMBINATIONS: 1 - DL+CO+LL 3 - DL+WR1 25 - DL+CO+WR1/2+AUX4 26 - DL+CO+0. 75LL+AUX1 28 - DL+CO+0.75LL+AUX3 29 - DL+CO+0.75LL+AUX4 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) : 970 455 281 281 522 1413 Total Weight (lb) ; Frame Members = 3921 Interior Col. = 0 Conn. Plates = 443 Base Plates = 59 Trans Stiff = 0 4423 06/12/00 RFDES-2 Page 7 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 REACTIONS: (Sidewall Columns) Load -----Left_Column------ -,---Right_Column----- -Id- - - - Fx(k ) Fy(k ) M(f_ - - - - k ) Fx(k ) Fy(k ) M(f_ -k ) 1 5.37 21. 11 0.00 -5.37 21. 90 0.00 2 -7.75 -9.29 0.00 -2.33 -4. 42 0.00 3 4 .33 -2. 67 0.00 9.72 -11. 04 0.00 4 1. 16 14 .71 0.00 -6.20 17. 70 0.00 5 7.20 18.02 0. 00 -0.18 14.39 0.00 6 -5.40 -0.49 0.00 -4 . 68 4.54 0.00 7 6. 68 6.14 0. 00 7.37 -2. 08 0.00 8 -7.75 -9.29 0. 00 -2.33 -4. 42 0.00 9 4 .33 -2. 67 0.00 9.72 -11. 04 0.00 10 1. 16 14 .71 0.00 -6.20 17.70 0.00 11 7.20 18. 02 0.00 -0. 18 14 .39 0.00 12 -5.40 -0.49 0.00 -4 . 68 4.54 0.00 13 6. 68 6.14 0.00 7.37 -2.08 0.00 14 0. 08 2.88 0.00 -1.23 4 . 60 0.00 15 1.32 4 . 12 0.00 -0.12 3.37 0. 00 16 -0. 64 -0. 62 0.00 -0.56 0. 62 0.00 17 0. 64 0. 62 0.00 0. 56 -0. 62 0.00 18 -0. 60 26.76 0. 00 -4 .04 12. 78 0.00 19 4. 02 30.20 0.00 0. 62 9.33 0. 00 20 -0.06 9. 79 0. 00 -4. 58 29. 74 0.00 21 4 .57 13.23 0.00 0.07 26. 30 0.00 22 -4.81 20.37 0.00 -4.87 8.57 0. 00 23 5.85 27. 12 0. 00 5.81 1.82 0.00 24 -4 .27 3. 40 0. 00 -5. 41 25.54 0.00 25 6.40 10. 15 0.00 5.27 18.79 0. 00 26 2. 92 39. 97 0. 00 -7. 56 26.21 0. 00 27 7.55 43. 41 0.00 -2. 91 22. 77 0.00 28 3. 47 23.00 0. 00 -8. 11 43. 18 0.00 29 8.09 26. 44 0.00 -3. 45 39. 74 0.00 06/12/00 RFDES-2 Page 8 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.06 -0.06 -2 09 2 2.17 2.17 0.87 3 -3. 67 -3.68 0. 84 4 1.03 1.03 -1.53 5 -1.89 -1.90 -1.54 6 2.14 2 .14 -0.04 7 -3.70 -3.71 -0.07 8 2.17 2.17 0.87 9 -3. 67 -3. 68 0. 84 10 1.03 1.03 -1.53 11 -1.89 -1. 90 -1. 54 12 2.14 2.14 -0.04 13 -3.70 -3.71 -0. 07 14 0.49 0. 49 -0.26 15 -0.50 -0.50 -0.27 16 0.50 0.50 0. 00 17 -0.50 -0.50 0. 00 18 1.79 1.79 -0.30 19 -1.30 -1.30 -0.31 20 0. 62 0. 61 -0.29 21 -2.47 -2. 48 -0.30 22 2.88 2.88 0.27 23 -3.13 -3.14 0.24 24 1.70 1.70 0.28 25 -4 .31 -4 .32 0.25 26 1.76 1 .75 -1. 67 27 -1.33 -1.34 -1. 69 28 0.58 0.57 -1. 66 29 -2.51 -2 .52 -1. 68 06/12/00 RFDES-2 Page 9 of 11 RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 5768 6222 325 2 148 174 783 3 87 102 809 4 311 367 446 5 170 199 442 6 150 176 15204 7 86 102 9324 8 148 174 783 9 87 102 809 10 311 367 446 11 170 199 442 12 150 176 15204 13 86 102 9324 14 656 772 2621 15 638 749 2553 16 647 760 99999 17 647 760 99999 18 179 211 2261 19 247 290 2177 20 521 617 2338 21 129 152 2248 22 111 131 2569 23 102 120 2845 24 188 222 2477 25 74 87 2733 26 183 216 407 27 241 281 404 28 554 660 409 29 128 150 406 Max Live Vertical = -1. 90, Span/Deflection = 358 Max Horizontal Drift= -4.31, Eave Height/Drift= 74. 06/12/00 RFDES-2 Page 10 of 11 r�- j RIGID FRAME 2 DESIGN-FRAME ON BAYLINE 5 1803 --_--------Rigid-Frame-Clearances 6/12/ 0 5:31pm VERTICAL CLEARANCE: Left Col 24 ' 10-15" (X= 1'08-11", Y= 24 '10-:15") Right Col 29'03-15" (X= 54 '09-04 Y= 29'03-1511) Midspan 27110-05" (X= 37 '00-14", Y= 27 '10-05") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 53100-09" (X1= 1' 08-11 X2= 54 '09-0411) 1803 Rigid Frame Design Warnings -6/12/ 0 5:31pm No Warnings 06/12/00 RFDES-2 Page 11 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 *1 03 Rigid Frame Design Input Echo *--------- 6/12/ 0 2 :06pm * (1)JOBID: (Max: 60 char) '1803 * (2)PROGRAM OPTIONS. *Frame Frame Stress Frame No Of End Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 3 'RF ' 5.00 25.00 7 'P' 'P' 189' 1.00 'UBC ' '97 ' 13 .* (3)ANALYSIS OPTIONS: * Plate Depth Column-Dep_Opt (in) Rafter_Dep-Opt (in) Web Stiffener Opt Opt Typ Min Max Typ Min Max Use Ratio B Side INS 'N' 'C' 7 . 50 36.00 'C' 10.00 72.00 'N' 0. 00 'Y * (4)DESIGN CONSTANTS: * -----------Steel_Yield(ksi )------ _ Ratio---- ess * imit Web Fig R_Frm P_Frm T_Frm EP BP Frame trCol-REPlo BP DHorzct_LVert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1. 03 1. 03 1.03 1.03 60. 0 120.0 * (5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React 'I' 'Y' 'Y1 IYV PYT 'N' N 'N' 'N' IN' IYT wYl * (6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0.0000 27. 5000 0.000 56. 8333 32.2344 8.000 56. 8333 0. 0000 0.000 * (7)MEMBER DEPTHS: * Surf Member --Depth(in) -- No. Interior_Depths * Id Size Start End Dep Loc. (ft) Depth(in) 1 '--------' 20.000 20.000 0 2 '--------' 24. 000 24.000 3 16. 9746 24.000 26.9746 24 .000 3 -------- 24.000 24 .000 0 36. 9746 24 .000 * (8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'VEE' 3 1 0.0000 'VEE' 06/12/00 RFDE S-3 Page 1 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 * (9)SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness * Id Seg Id (ft) Width Web •O.S. Flg I.S.Flg 1 2 1 20.00 8.0 0. 1875 0.3750 0.5000 2 0.00 8. 0 0. 1875 0.3750 0.5000 2 1 3 0. 00 6.0 0. 1875 0.3125 0.3750 3 1 4 0. 00 6.0 0. 1875 0.3125 0.3125 4 1 5 0. 00 6.0 0. 1875 0.3125 0.3125 5 1 6 0.00 6.0 0.1875 0.3125 0.3750 6 2 7 0. 00 10.0 0. 1875 0.3750 0. 5000 8 20.00 10.0 0. 1875 0.3750 0. 5000 * (10) INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (11)BASE ELEVATION: * Elev 0.00 Left Column 0.00 Right Column * (12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 10.00 0.00 0.000 2 19.000 24.000 3 10. 00 0.00 0. 000 1 28 .500 * (13) ROOF PURLINS: * Surf Purl Purl Purl * No. Peak Set_Of -Set_Space- Id Depth Project Lap Purlin Space Space Space No. 2 8.00 0. 00 2.875 12 0.000 0 * (14) FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace-At * Id Brace Girt/Purlin Number 1 2 1 2 2 7 1 2 4 6 9 11 12 3 1 1 * (15) SIDEWALL EXTENSIONS: *Surf No Ext -------Extension-Size-------* Id Ext Id Type Width Elev Slope Height Width 1 0 3 0 * (16) EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right 06/12/00 RFDES-3 Page 2 of 11 ti RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 * (17)BASIC LOADS: * Wind Seis * Dead Live Snow Collateral Windc Load Load Axis RFCole* psf psf psf psf psf Ratio k 2. 50 20.00 25.00 0.00 12.43 1.00 0. 6 0. 00 0. 00 * (18)WIND COEFFICIENTS: * Surf --Wind 1--- --Wind 2--- Surface * Id Left Right Left Right Friction 1 0.80 -0.50 0. 80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0. 80 -0.50 0.80 0. 00 * (19) DESIGN LOADS: ----------- --Load_Coefficients------ *Des Load Live/ Live --Wind 1-- *No. Id Dead Collat Snow Right Left Right Left 1nRight Seis IdX CoefLoaf 29 1 1.00 1. 00 1. 00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0. 00 0. 00 0. 00 1 .00 0.00 0. 00 0. 00 0. 00 0 0.00 3 1.00 0. 00 0. 00 0. 00 0 . 00 1.00 0 . 00 0. 00 0.00 0 0. 00 4 1.00 1. 00 1. 00 0. 00 0.50 0.00 0.00 0. 00 0.00 0 0. 00 5 1.00 1. 00 1.00 0. 00 0.00 0.50 0. 00 0. 00 0.00 0 0. 00 6 1. 00 0. 00 0. 50 0. 00 1 . 00 0.00 0.00 0. 00 0. 00 0 0.00 7 1.00 0. 00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 1. 00 0. 00 0.00 0.00 0. 00 0. 00 1 .00 0.00 0.00 0 0. 00 9 1.00 0. 00 0. 00 0. 00 0. 00. 0.00 0.00 1. 00 0. 00 0 0. 00 10 1. 00 1. 00 1 . 00 0. 00 0. 00 0.00 0.50 0. 00 0.00 0 0. 00 11 1.00 1. 00 1. 00 0.00 0. 00 0. 00 0.00 0.50 0.00 0 0.00 12 1. 00 0. 00 0. 50 0. 00 0. 00 0.00 1.00 0. 00 0. 00 0 0.00 13 1.00 0. 00 0. 50 0. 00 0. 00 0. 00 0.00 1. 00 0.00 0 0. 00 14 1.00 1. 00 0. 00 0. 00 0. 00 0.00 0. 00 0. 00 1. 00 0 0. 00 15 1.00 1. 00 0. 00 0. 00 0. 00 0.00 0 .00 0.00 -1.00 0 0. 00 16 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 1.00 0 0. 00 17 0.00 0. 00 0. 00 0. 00 0. 00 0.00 0 . 00 0. 00 -1.00 0 0. 00 18 1.00 1. 00 0. 00 0. 00 0. 00 0.00 0.00 0. 00 0.00 1 1. 00 19 1.00 1. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0.00 2 1.00 20 1.00 1. 00 0. 00 0. 00 0. 00 0.00 0.00 0. 00 0.00 3 1. 00 21 1.00 1. 00 0. 00 0. 00 0. 00 0.00 0.00 0. 00 0.00 4 1. 00 22 1.00 1. 00 0. 00 0. 00 0.50 0. 00 0.00 0. 00 0.00 1 1. 00 23 1.00 1. 00 0. 00 0. 00 0. 00 0.50 0 .00 0. 00 0.00 2 1. 00 24 1.00 1.00 0.00 0. 00 0.50 0. 00 0.00 0.00 0.00 3 1. 00 25 1. 00 1. 00 0. 00 0. 00 0. 00 0. 50 0.00 0. 00 0.00 4 1 . 00 26 1.00 1. 00 0. 75 0. 00 0. 00 0. 00 0 .00 0.00 0.00 1 1 . 00 27 1.00 1. 00 0. 75 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 2 1. 00 28 1.00 1. 00 0. 75 0. 00 0. 00 0. 00 0. 00 0. 00 0.00 3 1. 00 29 1 . 00 1. 00 0.75 0. 00 0.00 0. 00 0.00 0.00 0. 00 4 1 . 00 06/12/00 RFDES-3 Page 3 of 11 I RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 * (20)AUXILARY LOADS: *No. Aux Aux No.—Add Add Comb *Aux Id Name Loads Id Coeff 4 1 'F2CRANEAI ' 4 1 -25. 31 2 2.32 3 -6.74 4 2.32 2 'F2CRANEA2 4 1 -25.31 2 -2.32 3 -6.74 4 -2.32 3 'F2CRANEA3 4 1 -6.74 2 2.32 3 -25.31 4 2.32 4 'F2CRANEA4 4 1 -6.74 2 -2.32 3 -25. 31 4 -2.32 * (21)ADDITIONAL LOADS: (F-k W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx 2Cox Dy -Disc *Add Id Id Type Type W1 W D11 D12 -Dist 4 1 Co 1 -----� 'C 0.00 1.00 0.000 2.500 18 .227 2 1 ------ 'C ' 1.00 0.00 0. 000 2.500 20 . 310 3 3 ------ 'C ' 0.00 1.00 0. 000 -4.300 -14 .008 4 3 ----- 'C 1.00 0.00 0.000 -4 .300 -11 . 924 * (22) FLOOR BEAMS: * Bay No. Beam Beam Con—Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 06/12/00 RFDES-3 Page 4 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 rvra=crr=a=y-aararv=r==arr-scar_a=====---------------- 1803 Base Plate and Anchor Bolt Design 6/12/ 0 2:06 m Bolt Type = A307 Weak Column Max Reactions (k ) Axis ---Plate Size (in) --- ----Bolts (in)---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage - --- ----- ------ ----- ----- ----- Left 43.4 -7 .0 8. 1 0.0 8.0 20.88 0.500 2 0. 875 4 .00 Right 43.2 -8 .3 -8.1 0.0 10. 0 24.88 0.500 2 0.875 4 .00 1803 ---Bolted-End-Plate Design 6/12/ 0 2:06pm Bolt Type = A325 Splice Member -Plate(in)-- Tens Load(k , f-k ) ------Bolt(in) ------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd -- -- --- ---- --- ----- ----- ----- ----- 1 VEE 1- 2 8. 0 1.000 Top: 29 18 174 2 1 .000 4.00 3.50 0.375F Bot: 2 -7 83 2 1.000 4 .00 3.50 0. 375F 2 VEE 5- 6 10. 0 0. 750 Top: 26 -17 168 2 0. 875 4 .00 3.50 0.313F Bot: 9 9 127 2 0.875 4 .00 3.50 0.250F 06/12/00 RFDES-3 Page 5 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 1803 --Stiffener Report 6/12/ 0 2:06pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc_ Allow Ratio -- -- Col 1 1 4 .00 0.375 115.5 114.4 1.01 Col 2 1 5. 00 0.500 110.4 173. 6 0. 64 1803 Flange - ----_6/12/ 0- 2 06pm Brace Report Surf No. Id Brace Flange Braces -- -------- 1 2 Loc 1 2 Sides: 2 2 Part : L2x.075 L2x.075 Force: 0.87 1 .06 2 7 Loc 1 2 4 6 9 11 12 Sides: 2 2 2 2 2 2 2 Part L2x.075 L2x.075 L2x.075 L2x. 075 L2x.075 L2x.075 L2x.075 Force: 0.75 0. 42 0. 48 0. 64 0.51 0. 47 0.79 3 1 Loc 1 Sides: 2 Part : L2x.075 Force: 0. 96 1803 -Weld Report: Web To Flange 6/12/ 0 2:06pm -Weld_Provided- ----Max_Weld_Shear----- One_Side_Of_Web Member Segment Section Load Shear Size Shear Id Id Id Id Win ) (in) Win ) ------ ------- --- 1 1 1 29 0.36 0. 188 3.18 1 2 6 29 0.36 0. 188 3.18 2 3 8 1 0.59 0. 188 3. 18 3 4 13 •29 0.26 0. 188 3.18 4 5 18 26 0.22 0. 188 3.18 5 6 23 1 0. 61 0. 188 3.18 6 7 26 28 0.30 0. 188 3.18 6 8 31 28 0.30 0. 188 3. 18 06/12/00 RFDES-3 Page 6 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 ----------------- ------------ -1803 --________ • Special Segment Report 6/12/ 0 2: 06pm SEGMENT SIZE AT LEFT COLUMN: Web Thick= 0. 188 ( 0. 188) Flange Width= 6.000 ( 8.000) Flange Thick= 0.313 ( 0. 375) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0. 188 ( 0. 188) Flange Width= 6. 000 ( 10. 000) Flange Thick= 0.313 ( 0.375) 1803 -_Design Summary Report -6/12/ 0 2: 06pm MEMBERS: Mem Segl Flange lWeb Depthl Plate Thickness Max_UCV I Max UCO I Max_UCI Id- Id_ I-Len WidlStrt ` - _ Endl Web -0-fig I-flglId Ld UcvlId Ld_ Uco11d Ld Uci 1 1 20. 0 8.0 20. 0 20. 0 0.188 0. 375 0.500 1 29 0.30 5 29 0 66 4 27 1 . 01 1 2 6. 8 8 .0 20. 0 20. 0 0. 188 0. 375 0.500 6 29 0. 30 7 29 0.81 7 29 0. 88 2 3 15. 5 6.0 24. 0 24. 0 0.188 0. 313 0.375 8 1 0. 81 8 29 0. 95 8 29 1.03 3 4 10. 0 6. 0 24 . 0 24.0 0.188 0. 313 0.313 13 29 0.38 15 1 0.78 15 1 0. 64 4 5 10.0 6.0 24 .0 24.0 0. 188 0. 313 0.313 18 26 0. 32 16 1 0.78 16 1 0. 64 5 6 17 .8 6.0 24.0 24.0 0. 188 0. 313 0.375 23 1 0. 84 23 26 0. 93 23 26 0. 98 6 7 11.5 10 24 . 0 24.0 0. 188 0.375 0.500 26 28 0.36 25 3 0.77 25 26 0. 86 6 8 20. 0 10 24 .0 24. 0 0. 188 0. 375 0.500 31 28 0.36 27 25 0.75 28 28 0. 99 LOAD COMBINATIONS: 1 - DL+CO+LL 3 - DL+WRl 25 - DL+CO+WR1/2+AUX4 26 - DL+CO+0.75LL+AUX1 27 - DL+CO+0.75LL+AUX2• 28 - DL+CO+0.75LL+AUX3 29 - DL+CO+0. 75LL+AUX4 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 970 455 281 281 522 1413 Total Weight (lb) : Frame Members = 3921 Interior Col. = 0 Conn. Plates = 443 Base Plates = 59 Trans Stiff = 0 4423 06/12/00 RFDES-3 Page 7 of]1 RIGID FRAME 3 DESIGN-FRAME ON BAYUNE 6 REACTIONS: (Sidewall Columns) Load -----Left-column------ -----Right_Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) M(f-k j ------ ------- ------- ------ ------- ------- 1 5.37 21. 11 0.00 -5.37 21. 90 0.00 2 -7.75 -9.29 0.00 -2.33 -4 .42 0.00 3 4.33 -2. 67 0.00 9.72 -11.04 0.00 4 1.16 14 . 71 0.00 -6.20 17.70 0.00 5 7.20 18.02 0.00 -0. 18 14 .39 0.00 6 -5.40 -0. 49 0.00 -4 . 68 4 .54 0.00 7 6. 68 6.14 0.00 7.37 -2.08 0. 00 8 -7. 75 -9.29 0.00 -2.33 -4.42 0.00 9 4 .33 -2. 67 0.00 9.72 -11.04 0.00 10 1. 16 14 .71 0.00 -6.20 17.70 0.00 11 7.20 18.02 0.00 -0. 18 14.39 0. 00 12 -5.40 -0.49 0.00 -4 . 68 4.54 0. 00 13 6. 68 6. 14 0.00 7.37 -2.08 0. 00 14 0.03 2.88 0.00 -1.23 4 . 60 0.00 15 1.32 4 . 12 0.00 -0. 12 3.37 0.00 16 -0. 64 -0, 62 0.00 -0. 56 0.62 0. 00 17 0. 64 0. 62 0.00 0.56 -0. 62 0. 00 18 -0. 60 26.76 0.00 -4 .04 12.78 0.00 19 4 .02 30.20 0.00 0. 62 9.33 0. 00 20 -0.06 9.79 0.00 -4 .58 29.74 0. 00 21 4.57 13.23 0.00 0. 07 26.30 0.00 22 -4 .81 20.37 0. 00 -4 . 87 8.57 0.00 23 5.85 27. 12 0.00 5. 81 1.82 0.00 24 -4.27 3.40 0.00 -5.41 25.54 0.00 25 6.40 10. 15 0.00 5.27 18.79 0. 00 26 2. 92 39. 97 0.00 -7.56 26.21 0. 00 27 7.55 43.41 0.00 -2. 91 22.77 0. 00 28 3.47 23.00 0.00 -8. 11 43. 18 0.00 29 8.09 26.44 0.00 -3. 45 39.74 0.00 06/12/00 RFDES-3 Page 8 of I RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.06 -0.06 -2.09-- 2 2.17 2.17 0.87 3 -3. 67 -3.68 0.84 4 1.03 1.03 -1.53 5 -1.89 -1.90 -1.54 6 2.14 2.14 -0. 04 7 -3.70 -3.71 -0. 07 8 2. 17• 2.17 0.87 9 -3.67 -3. 68 0. 84 10 1.03 1.03 -1.53 11 -1.89 -1. 90 -1.54 12 2.14 2.14 -0.04 13 -3.70 -3.71 -0.07 14 0.49 0.49 -0.26 15 -0.50 -0.50 -0.27 16 0.50 0.50 0. 00 17 -0.50 -0.50 0. 00 18 1.79 1.79 -0. 30 19 -1.30 -1.30 -0.31 20 0. 62 0. 61 -0.29 21 -2.47 -2. 48 -0. 30 22 2.88 2. 88 0.27 - 23 -3.13 -3. 14 0.24 24 1.70 1.70 0.28 25 -4 .31 -4 .32 0.25 26 1.76 1.75 -1. 67 27 -1.33 -1 .34 -1 . 69 28 0.58 0. 57 -1: 66 29 -2.51 -2.52 -1. 68 06/12/00 RFDES-3 Page 9 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ` 1 5768 6222 325 2 148 174 783 3 87 102 809 4 311 367 446 5 170 199 442 6 150 176 15204 7 86 102 9324 8 148 174 783 9 87 102 809 10 311 367 446 11 170 199 442 12 150 176 15204 13 86 102 9324 14 656 772 2621 15 638 749 2553 16 647 760 99999 17 647 760 99999 18 179 211 2261 19 247 290 2177 20 521 617 2338 21 129 152 2248 22 111 131 2569 23 102 120 2845 24 188 222 2477 25 74 87 2733 26 183 216 407 27 241 281 404 28 554 660 409 29 128 150 406 Max Live Vertical = -1. 90, Span/Deflection = 358 Max Horizontal Drift= -4 .31, Eave Height/Drift= 74. 06/12/00 RFDES-3 Page 10 of 11 RIGID FRAME 3 DESIGN-FRAME ON BAYLINE 6 -1803 Rigid Frame Clearances _ -___________�---------------- 6/12/ 0 2:06pm VERTICAL CLEARANCE: ------------------ Left Col Right Col 24 '10-15" g (X= 1'08-11", Y= 24 '10-,15") " Midspan 29'03-15 (X= 54 '09-0411, Y= 29103-1511) 27 '10-05" (X= 37'00-14", Y= 27'10-05") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 53'00-09" ,� (X1= 1 08-11 X2= 54 '09-0411) 1803 Rigid Frame Design Warnings - No Warnings 06/12/00 RFDES-3 Page 11 of I 1 ADDITIONAL CALCULATIONS PROJECT: CUZ CONCRETE CRANE COVER JOB NO: 1803 CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON, WA SEISMIC LOAD CALCULATIONS PER 1997 USC JOB NO: 1803 PROJECT: CUZ CONCRETE CRANE GOVER DATE: ® CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON,WA General Descri tp ion: This program calculates the Seismic Loads for Rigid Frames and Braced Frames It follows equations in 1997 UBC Seismic Design Input Data: Input items are located in Bold Red Underlined boxes. A description of the input item is located to the right of the box,or see UBC for definitions of specific terms Output Interpretation: The reslulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY: SPAN ULU ft. Total Building Weight LENGTH 124.00 ft. Item Area,sf psf Wt.,kips BAY 25.00 ft. Roof 7046.92 5.0 35.23 EAVE HEIGHT 28.00 ft. Front Sidewall 1736.00 2.0 3.47 ROOF SLOPE 1 QQ : 12 Back Sidewall 1736.00 2.0 3.47 EWAVE.SAVE HEIGHT 29.00 ft. Left Endwall 824.04 0.0 0.00 DESIGN LOADS: Right End,,Il 824.04 0.0 0.00 SNOW LOAD= 2L0 psf W= 42.18 kips 25%SNOW LOAD= 4.0 psf Collateral Load= M psf Tributary Rigid Frame Weight D.Wt.Roof= `:.0 psf Item Area,sf psf Wt., kips D.Wt.Front Sidewall= 2.4 psf Roof 1420.75 5.0 7.10 D.Wt.Back Sidewall= 2.4 psf Front Sidewall 350.00 2.0 0.70 D-Wt.Left Endwall= 4.4 psf Back Sidewall 350.00 2.0 0.70 D Wt.Right Endwall= QQ psf W= 8.50 kips SEISMIC DESIGN COEFFICIENTS AND INFORMATION: 1= JA Qo=B RIGID FRAME 5=number of bays Ca= 9I¢ S2o= 2.2 BRACING 2 =Number of braced bays per sidewall Rw= 4.5 Rw= U DESIGN BASE SHEAR FQRMULA: M A Te H ES V=(2.5*Ca*I/R)*W= 0.200 *W (RIGID FRAME) 0.161 *W (BRACED FRAME) ^ A SEISMIC LOADS TO RIGID FRAME 0.61 kips 0.61 kips Total W= 8.50 kips V=(2.5*Ca*I/R)*W= 1.70 kips Rigid Frame Fx=V*S2o*p/1.4= 1.21 kips no= 1.0 r(max)= 0.2 p= p(max)=1.5(or 1.0 in Zones 0,1 &2) SEISMIC FORCES TO BRACING (in the sidewall) RiGht Endwall Total W= 42.18 kips V=(2.5*Ca*I/R)*W= 6.78 kips Fx=V*S2o*p/1.4= 11.15 kips S2o= 2.2 Back Sidewall roof plan Front Sidewall r(max)= 0.25 p= p(max)=1.5(or 1.0 in Zones 0,1 &2) Left Endwall Load per braced bay= 2.79 0.5 Fx= 5.61kip9 5.6 kips SeismicUBC97 Page 1 of 1 6/12/00 PURLIN ROLLING FORCE CALCULATIONS FOR SCREW DOWN ROOFS. JOB NO: 1803 PROJECT: Ct Z CONCRETE CRANE COVER DATE: 617100 CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON, WA General Description: This program calculates the purlin Rolling Force. It follows procedures set in AISI Section D3.2.1. It will determine if welded clips are adequate, or if some method of resistance to purlin translation/rotation will be required. Input Data: Input items are located in bold red underlined boxes A description of input items is located to the right of the box,or see AISI for definitions of specific terms. Output lnterinterpretation' Output indicates if purlin gussets are required or not. Check against maximum gusset strength. Multiple-Span System with Restraints at the Supports: AISI SECTION D3.2.1 PL=Ctr[(0.053)b^1.88)(L^0.13)/(np^0.95dAl.07t^0.94)-sina]W (Eq. D.3.2.1-4) LL= a psf COL= Q psf DL= 5 psf Wn= (D+L) L nP"s= 13500 lbs. ACTUAL DESIGN LOAD Ctr= 0,81 (0.63 ext bay, 0.87 for first int bay, 0.81 for all other supports) t= 0.06 purlin thk, in. SLOPE b= 3.00 in. rise= L= 25.00 bay space, ft. run= 12 s= 4.550 purlin spacing,ft. Angle= 0.0831 rad nP 4.0 lines of purlins Angle= 4.7636 deg d= 8.Q0 purlin depth, in. sina= 0.083 angle= 4.764 degrees cos()= 0.997 a= 0.083 rad PL= 3004 lbs. FORCE PER CLIP (NO BRIDGING USED) HHR Allowable Clip Alone 750.9lbs. Purlln Max Force per Standard Clip,Pu=(Ibs) 420 344 287 8" Use 8 in. Purlin Antiroll Clip lbs lbs lbs 10" FALSE 12" FALSE CLIP + GUSSET CAPACITY 8" 10" 12" 5.0 4.4 3.9 kips kips kips PurlinAntiroll-HR ASD Page 1 of 2 6/7/00 V I I PURLIN ROLLING FORCE CALCULATIONS Multiple-Span System with Midspan Restraints: HCI WILL NOT USE PURLIN BRIDGING AT THE CENTER OR THE MIDPOINT OF PURLINS. Multiple-Span System with Third-Point Restraints: PL= C,h[{(0.181)(b^1.15)(L10.25)/(np^0.54)(dA1.11)(t^0.29)}-sina]W (Eq. D.3.2.1-5) Cth= 0.57 0.57 FOR EXTERIOR SPANS, 0.48 FOR ALL OTHER BRACES PL= 1542lbs. FORCE PER CLIP 385.5 lbs. Purlin Max Force per Standard Clip, Pu=(Ibs.) 8" Standard Clip is OK 10" FALSE 12" FALSE PurlinAntiroll-HR_ASD Page 2 of 2 6/7/00 ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5.TABLE J3.3) JOB NO: Ilan DATE: I PROJECT: IG_U 0N_CRETE CRANE COVER CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: AgL1NLGTON.WA General Descr.2 iM The purpose of this spread sheet is to check recommended size of the Anchor Bolts for Combined Tension and Shear for BOTH rigid frame and endwall columns NOTE, This is not an Anchor bolt design, as the capacity of the anchor bolts are dependant on anchorage design below the steel plate. HCI ASSUMES NO responsibility of the anchorage of the Anchor bolts or the ability of the anchor bolts to transfer combined shear and tension to the foundations. In utf Data Input the maximum horizonal and vertical reactions,the anchor bolt size and number of anchor bolts. Input items are shown below in red underlined text in boxes. All anchor bolts are ASTM A36 or A307 material. OutimtinterlLatiQn: This Spreadsheet program is based on ASD/AISC J3.5- Combined Tension and Shear in Bearing-Type connections. The output computes the anchor bolt allowable tension force, (PT), and compares it with the vertical input force (FVERT). For wind/seismic loading condition input the 1.33 ASD factor to increase the allowable stress: For other loading condition input 1.00 for the ASD stress increase factor. The allowable tension force, (PT), must be greater then (FVERT)- NOTE: HCI does not design the anchor bolts for embedment depth, edges distance or total load capacity of the anchor bolt group. The foundation engineer l.9- re_5Ronsible to provide HCI with any sneGial reauireme to s for anch-QiA41ts and to ensure the anchor bolts will transfer the combined axial and tension forces to the foundation Critical design loads to Anchor bolts: For Rigid Frame Columns Dead+Wind+Snow/2 Dead+Wind/2+ Snow \—► manually determine from MBS reactions Dead+Snow**+ E/1.4 / For endwall columns Dead +Wind+Snow/2 Dead+Wind/2+ Snow \—► see endwall brace design Dead+ Snow**+ E/1.4 snow** For snow<30psf Snow**=0 For snow>30psf Snow**is per Bldg official AB-Check Page 1 of 2 6/12/00 r. I Misc notes Shear loads to the rigid frame will add vectorily The endwalls will have only one source of shear-from the bracing. Live load is neglected, but for structures with mezzanines, additional analyis is required and done by hand when necessary Input Items: Bracing Vertical Reaction= , $, FvERT= 19.5 kips Max. Column Uplift Reaction= L 1L2 J Vertical Force E FveRT= 19.5 kips FHORiz = 11.82 kips Bracing Horizonal Reaction 29 Max. Column Horiz. Reaction= Combined Shear E FHORIZ= 11.8 kips ASD Stress increase Factor = JM (not to 1.8fv) Anchor Bolt Size= 0.876 in Number of Anchor Blts = 4 Material ASTM A36 Fu Design EgEg cation Ft=0.43Fu-1.8fv<0.33 Fu E[Qm AISC Ta le J3.3 oa ec� 5-74 Calculations & Output A=rz dZ/4= 0.6013 in^2 fv=FHORiz/(A"N)= 4.92 <OK= 13.14 ksi 1.33"Ft= (1,33)*0.43 Fu- 1.8 fv 24.40 ksi <_ 1.33"0.33 Fu = 25.51 ksi Allowable Tension Force: PT=Ft x A x N= 58.68 >Fvert-OK= 19.5 kips AB-Check Page 2 of 2 6/12/00 i BASE PLATED DESIGN CHECK FOR COMBINED UPLIFT LOADS. JOB NO: 7$Q$ DATE: 6/7/00 PROJECT: CUZ CONCRETE CRANE COVER CUSTOMER: CUZ CONCRETE PRODUCTS LOCATION: ARLINGTON,WA Useage: Use this program to check all base plates with combined loading from columns and rod bracing. General Descriptions This spreadsheet program will determine the minumum base plate thickness (tp) based on Critical load combinations being applied to the Base Plate from the column and the transverse brace loads. Input Data: Input items are shown in Red, bold and underlined text in boxes. Output IntepEetation: MBS does not currently design the base plates for combined uplift loads from the columns and transverse bracing. The output in this program will state the minumum thickness (tp) of the base plate to be used. Input Items: Bracing Vertical Reaction F:A2 kips Column Uplift Reaction kips Total Uplift to Column Base 19.5 kips Column Flange Width 8 in Base Plate Length (d) 21 in Anchor Bolt Diameter 0.875 in Anchor Bolt Gage (g) 4 in Yield Stress of Base PL 50 ksi Design Equations. If 1.4*2*bf<= d Then tp= Sqrt ( (1.41*P *g) /(2*bf*Fy) If 1.4*2*bf> d Then tp= Sqrt( (P *g*d)/(0.5*Fy(d2*+2*bf2)) MINIMUM BASE PLATE THICKNESS 0.37131 inches BasePlate Uplift Page 1 of 1 6/12/00 I ENGINEERING CALCULATIONS HGI Corporate Office: sheet of STEEL 18520 67th Ave. NE Job No. J BUILDING Arlington,WA 98223 (360)435-8871 Date: Cv17 [� By: 8A W 9w' w I- 4C SYSTEMS, INC. (360)435-9267 fax 69ANE ANAL-YS (S F'>eSt4l'j INTEIZ(oP, F iZAME LOAflS (No I PgaT') G IF T G' AP A C i TY lo gizIflCgE WE tCi H ?', = 12. T2o L.Le'-f W E t Ca K7, - 3. 2 4- iG I PS WHGeL. OAS = ( o`- aq C 2,qN G FeA" SEc-�' V`!�l HT = C� S Pt-F VrnA�K ( WHeeL. L,oAD � L 2 iLi +- J 22 -}- 3 • 41 - 14 . 8 -5 V-t P s vm � �► C w �Er��. �©gyp) z. F IZA"E L oA �S Vmax 14. B SIBS 0C) X 2 -I- • oe-psl-1-- F ?<201 2 � O 3 Y, tps In1PUT IN MSS Vm ( (J = . 2 I -f Z � 3 . 87 v,(p oe 7N T cN t�tSs REFERENCES: NOTES i ENGINEERING CALCULATIONS 2 HCI Corporate Office: Sheet I STEEL 18520 67th Ave. NE Job No. BUILDING Arlington,WA 98223 � — (360)435-8871 tw: SYSTEMS, INC. (360)435-9267 fax Date: / ��� Bv: �r1/� L A T'ER.A L. 1 M PA C T N o t Ivi A" 07 A 11.._ I`'7 aF L7- 1 o x -,Z (G(P!::-:% 4- 5 . 2 4- 1:::�l PS,] = 2 INtT1A GG 2 sx e Ixf-. 2 'Z s I`�l 8S LONC9 I T D 1 N ,41... IMPACT (12AtL- S-r'oPPtN C� �-�e4EE-z ) /d % ar !4•- 83 v, x 2 = 2 . 4�-n-7 j tPs 2 . �-7 Ps EACH V-AlL.- God8� L. l_ OAt-,> IMFACT 1rJ VmAX ljHer=L- Lx> ^P) 17 . 3� IGI � s C oR 06L. �E/�rG"C�orl l . 33 1� �� �� o • mI�SIG�-� �c for 2.S --' 2 � • 0 3 � � PS cam gE�- �s��� S�{EarL REFERENCES: NOTES Cog BEL_ S1ZE. I'z ?< Co�4 � >< GI Co x e i i I ENGINEERING CALCULATIONS Fj HCI Corporate Office: �hget - of STEEL 18520 67th Ave. NE ,o No BUILDING Arlington,WA 98223(360)435-8871 pate: -7 Anc> Eby Q✓A CJ SYSTEMS, INC. (360)435-9267 fax S l DE VVAL L S1z'A C t C, A N A�`t�tS STdPPtNC� FoeeE = Z . � � IG I PS Is F•o fa c e -Co, o n1 E la;z^c e (NJ YE rQ SA oN IS Fo2 ce - '& ol%J E~ 130 A c4a t N pee SSlor ,4GE+ Fo -7 KIC /1 -z G� cr- c�.Sc 7L_0 S L_ A N C.,1E t3 fz.A C e C E= cdr P*L. ANICgrc F012 CE = 2 . 1 �"' 4- o • 8? �� = 3 . l �'`� 0EA9 I WCa t N� PZ GA V �.L-ow A 108V-si. 3q. A S Z c,;p VALL_olw A-2Q AL- L.CAV> 1l-4 W At-L. t12T F2ot-1 ':f->FL1T '&P-ACkI"'-4Cj -= lo• 469 Icier REFERENCES: NOTES S lC'-;E W A LLB le7 TIZU T �O�3oZ l2 4 >F S SIDEWALL SPLIT BRACING STRUT DESIGN LOAD RATIOS FOR C & Z MEMBERS INPUT OUTPUT MEMBER Member Size - 1Ox30Z12 Web Depth (in) - 10.000 CALC'D ALLOW LOAD Thickness (in) - 0.105 ACTION LOAD LOAD RATIO Top Flg Width (in) - 3.00G --------- ------ ------ ------ Bot Flg Width (in) - 3.000 Axial 10.46 27 .04 0 . 39 Lip Length (in) - 0. 625 C4-3 Inside Radius (in) - 0.188 Shear 1.00 13.26 0.08 Angle (deg) - 45. 000 C3.2-2 Steel Yield (ksi) - 50.000 Bend 6.32 11. 92 0 .53 UNBRACED LENGTH C3.1.2-1 Major Axis (ft) - 25.000 Axl+Bnd 0 . 99 Minor Axis (ft) - 8.250 C5-1 Cb - 1.000 Shr+Bnd 0 .18 Wind Adjust - 1.333 ACTION Axial (k) - 10. 460 Shear (k) - 1.000 Moment (f-k) - 6.320 ENGINEERING CALCULATIONS flail Corporate Office: Sheet � of 18520 67th Ave. NE 1 Ws STEEL Arlington,WA 98223 No. BUILDING (360)435-8871 DElte, [0(-7 Y7 SAW SYSTEMS. INC. (360)435-9267 fax CoIzBEL TEES t c, rJ Co gee L- LoAC> P'E=� ueoE W [ 4 x 38 Nlo 20)- Co�gE�. ��E�Iz _ 2 �.03 ►�� Ps wl¢�3v FLAMC,15 ST( F F fJ 59- s t z Ei -nzY 4 x 12. 7 f ACY = 8 . l� c P� 'rAU-.W= Cv 60 l� t (fAL-L-OW o k. Fo e-. FLAN 4 D A C E NOLe rzE-5' S v c T( OI-j . 45HEa2 A0,VZ0GP-=) we& eon u M hj �8. 0Cv �s ( so'x ► 6-7 = ► 5 . 4 8-Z o� REFERENCES' NOTES .. U t Jun 7,2000 Gutter & Downspout Spacing Design GEOGRAPHIC LOCATION AND BUILDING DATA State Washington County Snohomish Rainfall Intensity 6 In/hr Drain Width 57.00 ft Gutter Type Standard Downspout Type Rectangular Downspout Location Center Gutter Width 5.00 In Gutter Depth 7.00 In Downspout Width 4.00 In Downspout Depth 3.00 In CALCULATIONS For gutter capacity: 28 3 4 5 13 C w l 7 *� d l 7 *(43200)14 L < 12 12 R*I Tl 0.481 * 2J For downspout capacity: L < (1200* A) (R*I) Where R =Width of the roof to be drained(ft) L =Length of the area to be drained or downspout spacing (ft) I =Rain fall intensity in inches/hour with a 5 minute duration (in/hr) d =Gutter depth (in) w =Gutter width(in) A =Downspout Area(inz) T = 1, if downspout is located at end of gutter length to be drained =2, if downspout is located at center of gutter length to be drained Calculated Downspout Spacing Based on Gutter Capacity 45.92 ft Calculated Downspout Spacing Based on Downspout Capacity 42.11 ft Maximum Downspout Spacing 42.11 ft Downspout dimensions control the design. • 94 Washington State Nonresidential Energy Code Compliance Form The following is a list of the 1994 nonresidential compliance forms their use. Envelope ENV-SUM Envelope Summary - Use this form for all projects where envelope work is to be done;there are separate versions for Climate Zone 1 and Zone 2. Show basic project information, compliance options chosen, summary list of required insulation levels and U-factors. Back side has Decision Flowchart for Prescriptive Op- tion and calculation to determine area weighted Heat Capacity for the Masonry Option. ENV-CHK Building Permit Plans Checklist- Comprehensive list of all information required on plans for all options, including the Component Performance and Systems Analysis Options. Also includes space for building department notes. ENV-UA Envelope UA Calculations- Use this form if using the Component Performance Option; there are separate versions for Climate Zone 1 and Zone 2. Summary calculations of Target UA and Proposed UA. Back side has calculation of Target and Proposed SHGC, and calculation of glazing and opaque target area adjust- ments, if needed. Mechanical MECH-SUM Mechanical Summary- Use this form for all projects where mechanical work is to be done. Show basic project information, compliance approach chosen, list of basic equipment & efficiencies (else this infor- mation goes on equipment schedules on the plans). Back side has Decision Flowchart for Simple System op- tion. MECH-CHK Mechanical Permit Plans Checklist- Comprehensive list of all information required on plans for all options, including the Component Performance and Systems Analysis Options.Also includes space for building department notes. MECH-COMP Mechanical - Complex Systems - Use this form if using the Complex Systems Option. Com- plex Systems Checklist has additional information required on plans for this Option. Decision flowchart is pro- vided for determining which Complex Systems requirements apply to the project. MECH-MOT Electric Motors Checklist for electric motors compliance and schedule of installed motors, both for mechanical systems and other equipment. Lighting LTG-SUMM Lighting Summary- Use this form for all projects where lighting work is to be done. Basic project information, compliance approach chosen, alteration exceptions. Calculations of Allowed and Proposed Light- ing Power for both Interior and Exterior Lighting if using the Lighting Power Allowance Option. Back side has questions to determine if project qualifies for the Prescriptive Option. Also has Lighting Power Allowance ta- ble/footnotes. LTG-CHK Lighting Permit Plans Checklist- Comprehensive list of all information required on plans for all options, including Component Performance and Systems Analysis. Also includes space for building department notes. RECEIVED SEP _ 6 2000 CITY OF ARLINGTON - 4 D-��4 i 1s94 vvasnington State NOnreSicenval tnergy Code Compliance Form bi4el • • - Summary CfimateZone4. 1994 Washington Slate Nonresidential Energy Code Compliance Forms JUIy,1994 Project Info Project Address 1 96.04-67TH AVE NE (Date AUGUST 24 , 2000 f ARLINGTON, WA. 98223 For Building Department Use Applicant Name:CUZ CONCRETE PRODUCTS, INC. IApplicant Address:19604-67TH AVE NE. I Applicant Phone: 3 6 0—4 3 5-5 5 31 Project Description ❑ New Building ❑ Addition ❑ Alteration Cl Change of Use Compliance Option ❑ Prescriptive ❑ Component Performance ❑ ENVSTD ❑ Systems (See Decision Flowchart(over)for qualifications) Analysis Space Heat Type I ❑ Electric Resistance El All other (see over for definitions) Total Glazing Area Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical overhd) divided try Wall Area times 100 equals o Glazing Gross Exterior Wall Area if they are insulated to the level required for opaque wails. T X 100 _ ❑Check here if using this option and if project meets all requirements for the ConcreterMasonry Option. See Concrete/Masonry Option Decision Flowchart(over)for qualifications.Enter recuirements for each qualifying assembly in the table below. Envelope Requirements(enter values as applicable) Opaque Concn_telMasonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 i Roofs Over Attic ; If project qualifies for CancretaiMasonry Option,list walls All Other Roofs with HC 2 /ft 9.0 Btu -*F below(other walls must meet Opaque Wall requirements). Use descriptions and values Opaque Wails I from Table 20-5b in the Code. Below Grade Walls I Wall Descriptlon I U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade Radiant Floors Maximum U-factors Opaque Docrs Vertical Glazing Overhead Glazing Maximum SHGC(or SC) VerdcaUOverhead Glazing Semi-head space' Minimum Insuladon R-values Roofs Over Semi-Heated Spaces' I ' 'Refer to Section 1310 for quaf cations and requirements Notes: 1994 Washington State Nonresidential Energy Cade Compliance Form 1994 Washington Slate Nonresidential Energy Code Compliance Farms July,1994 Decision Flowchart Use this flowchart to determine if Pmiect qualifies for the optional Prescriptive Option. for Prescriptive Option I If not,either the Component Performance or Systems Analysis Options must be used. j 13M Space Heat Type:Far the {Yl purpose of om determining ail building emelapa Electric R011d8tanca:Space heating systems which use electric remstancs requirements,the following two categories comprise all space heating types. t5 a =Slan alemoris theprimary heating system'ncvaing baseboard,radlant.and Other.All other space heating systems including gas,solid fuel,ad,and torcoa air units wnoro trio tote eiacmc roswancn heat cap propane space heating systems and those capacity succeeds 1.0 rystoms nqn j in the e:treptian to We of the gross conditioned floor area.alear:c resistance. �nem:na at ngM) Exception:Heat pumps and y terminal electric roatetanca heating in variable airvolume alsaibution systems. Electric Resstance no Heaz7 Ye Al MasonryMasonry A9 wags R-11 I Criteria OKT ad Cr ftena OK? wafts R-19 odor? no (below) Y� I Yes (below) no on? YM no yes � I noyes <40%7 n o QO% yes no Y� yes Y Y iAll insulation Installed? All k+SUabon irtShaded? All Inmitabon btstailed? I Al insulation it is I Opaque Wags R-11 Opaque Wads R-11 Opaque Wade R-19 Opaque Walls R-19 Below grade walls(arc) R-10 Masonry vrdlls(int) U-0.19 Masonry walls(nt) U-0.19 Belo„ Below grade wails(othr)R-11 Masonry worts(other) U-025 grade walls(att) R-10 Fours over attics R-00 Y ice (other) U-020 Below grade walls(aft)R-8 I Below Breda walls f eu) R-10 Below grade walls(ems R-10 Roofs over attics R-08 NI other roofs R-21 Below grade wags(arts)R-11 Below grade walls(corr)R-19 All other roofs R-00 Roars over uncondso. R-19 Roofs over attics R-00 Roofs over a0m R-38 Roars over tax=nti R-00 (Slabs-o"rado R-10 Ali other roofs R-21 All othat,mco R-30 Statx;orrgrace R-10 Raaarn floors R-10 Roars over tarcortdsp. R-79 Roors aver uncortd. R-00 Racism floors R110 Opaque doors U-0.60 Siabsorrgrado R-10 Slaps-onrrade R-10 Coacuo doors U-0.60 Raaiam floors R-10 Rodent doors R-10 Glazing Criteria Met! Opaque doors U0.60 Op aque boors U-0.60 # Glazing Vert OH Glazing Otto to Met? 4 Area% U U SHGC Gig CMeria Met? Glazing Criteria Met? G=rg Vert OH 00-15% 090 1.45 1.00 Glrming Vert OH Glaarlg Vert OH �' U U SHGC 15-2C Y 0.75 1.40 1.00 Area% U U SHGC 00-20Y. 0.40 0.80 1.00 Area% U U SHGC l 20-.'30% 0.60 1.30 0.65 00-15% 090 1.45 1.00 00 2096 0.40 0 80 1.00 30-409; 050 125 0.45 15.20% 0.75 1.40 1.00 � %es no 2D-3o% (160 190 0.65 no yea 30 40% 050 125 0.45 7e ro ro yes 14 Pfescm we Path Allowed L-3- Como tent Perfomtanco or Systems Arlefyas Reauued Concrete/11�tasonry Option* Wall Heat Capacity (HC) 'tf the area Assembly Description I Assy.Tag HC" Area(sf) HC x Area eigftted heat czuizaty(HC)of the total above grade wail is a minimum of 9.0, the Concrete Mascnry Option may be used. -Far framed walls,assume HC=1.0 unless calturlations are provided:for all other walls,use Totals Secaon 2009. Area weighted HC:divide total of(HC x area)by Total Area - - r :�: 1994 Washington State Nonresidential Energy Code Compliance Form 1 • 1 r F I 1! • July,1994 ,994 Wasnington State Nonrestdennal Energy Cone(.Jm01u'Sf1Pil Forms i Dat2 Project Address I ❑ PJI other I For Building Department Use Space Heat Type ❑ Electric resistance a� Glazing Area as%gross exterior wall area c Concrete/MaSOnry Option ❑ Yes ❑ No Notes: If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(aver). If Concrete/Masonry option is used, Target U-factors,SHGC and Glazing%wilt be afferent than shown below. Refer to Table 13-1 for correct values. Proposed UA Target UA Building component =UA(U x A) Ust cemcenents ov assembiv ID&pace+ U-factor x Area{A) =UA(U x A) U-factor x Area(Al U= Plan ID: Glazing Electric Resist- Other Heating U= Plan ID: 0-15% 0.40 0.90 U= Plan ID: >15-20% 0.40 0.75 U= Plan ID: >20-30% not allowed 0.60 > 3 U= Plan ID: >30_go% not allowed 0.50 U= Plan ID: (see Table 13-1 for;anriMasonry values) U= Plan ID: U= Plan ID: TGlazing%I- Electric Resist Other Heating U= Plan ID: 5 0 0801.45U= Plan ID: 20% •0.80 1"40 m � U= Plan ID: >20-30% not allowed 1.30 C7 U= Plan ID: >30-4(r/, not allowed 125 U= Plan ID: (see Table 13-1 for ConcMasonry values) U= Plan ID: ? U= Plan ID: Electric Resist Other Heating c U= Plan ID: 0.60 0.60 pCL U= Plan ID: y R= Plan ID: Electric Resist. Other Heating c o R= Plan ID: 0.031 0.036 Cr R= Plan ID: m R= Plan ID: Electric Resist Other Heating r o R= Plan ID: 0.034 0.050 O X R= Plan ID: R= Plan ID: R= Plan ID: 1A R= Plan ID:m Electric Resist _ Other Heating q= Plan ID: Ordinary 0.062 0.1'4 - R= Plan ID: Metal scud 0.14 o R= Plan ID: Conc(int} 0 19 0.19 R= Plan ID: Conc(ath) 0yr 025 R= Plan ID: m R= Plan ID: Electric Resist. Other Heating c q= Plan ID: 'Ordinary 0.062 0:14 m R= Plan ID: Metal stud 0.1.1 0.14 act (7 R= Plan ID: m d. R= Plan ID: Electric Resist Other Heating O> N R= Plan ID: 0.029 0.056- R= Plan ID: LL R= Plan ID: R= Plan ID: Electric Resist <Other Heating c R= Plan ID: F=(3.54 F=0.54 m cm q= Plan ID: (see Table 13-1•for radiant floor values) q= Plan ID: For CMU walls,indicate core insulation material. Totals Totals For compliance: 1)Proposed Total Area shall equal Target Total Area,and 2)Proposed Total UA shall not exceed Target Total UA. 3 - - - 1994 Washington State Nonresidential Energy Code Compliance Form • 7 • 1 1994 Wasnington Slate NOnr"Ids"yd Energy Coos Campttance Forms Vertical Glazing J"h'•7944 List t�moonen by assembly ID&cage SHGC Proposed SHGC Target SHGC xArea iA) =SHGC x A SHGC xArea(A) Plan ID: =SHGC x A ,.r. Plan ID: ¢" N Plan ID: Glazing , Electric Resist Other Heating > Plan ID: a'20% 1.00 1.00 Plan ID: >20-30% not allowed 0.65 Plan ID: >3�% not allowed 0 45 'Note:Manufacturers SC may be used in lieu of SHGC. (see Table 13-1 for Conc'Masonry values) Totals For compliance.pliacompliance. Totals f 1)Proposed total area shall equal Target Total,area,and 2)Proposed Total SHGC shall not exceed Target Total SHGC. Overhead Glazing Proposed SHGC et List camoonents by assembly ID&cage SHGC SHGC' Targ x Area(A) a Plan ID: =SHGC x A SHGC x Area(A) =SHGC x A Plan ID: Q Plan ID: Glazing% Electric Resist Other Heating. m Plan 10: 0=20% 7.00 a 1.00 Plan 10: >20-30% not allowed 0.65 O Plan ID: >30-401/6 not allowed 0.45 'Note:Manufacturers SC may be used in lieu of (See Table 13=1 for ConcrMasonry values) SHGC. Totals For compliant: f Totals 1)Proposed total area shall equal Target Total Area,and 2)Proposed Total SHGC shall not exceed Target Tonal SHGC. I1 the total amount of giazrg area as a:a of gross exterior w all area(calculated on cW Sl Vi)exceeds the maxirrumalbw ed n able 13-1, then the calculation must be done. Use the resutina areas n the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Glazing AreaI. OG. Imo.�= VG-- Wells Opaque Area 4 Hots' L-- 5. I6• OG overhead glazing Gross exterior VG=vertical glazing Max Glazing Area Wall Area (Table 13-1) Maxirrum Target X I G�;--rtgArea 100 _ Target OG Area it Roofs over Attics Target OG Area it Other Roofs Max OG Remaining =andbelow. Target lesser(circle) = Target VGA rea �;lesser(cirole) = P'cccsed Coaaue Area Proposed OG Area I Rods over Attics I Target a reeW Targot ODaque Area Other Roofs' + + Total Target OG Area(sum#10+#11) Proposed Opaque Area a'crjosed VG Area Wall I Target VGA me Target Ooacue Area f there mare than one type cf wail.the Target VG Area Trey be aisu'Zuted among��and separate Target Cbaque Areas found Target values n shaded boxes are used n the Target VGA rea and Total Target OG Area are also used in they Target a calculations on the front. applicableTarget SHGC calculations above. _ 1 � '� ,+ _ � � � - _ - - _ � � - - - �� iaa-+ vvatininyturi Jtate IVutw::-wuunu-v Cntli4y tiuue �.utnpllartce roan Building Permit _ Plans 1 ► a i 1994 wasnington Stare Nanresidenft Energy Coae Comoliance Forms July,19g4 Project Address I Date The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability { Code Location Building Department (circle) f Section Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) l 1301 1 Scope Unconditioned spaces identified an clans it allowed I I 1302 {Scace neat ype I yes nn a.a.l I Eiecmc resistance h !yes ao a.a. o—mer 1 Indicate on plans mat electnc resistance neat is not allowed 1 ;yes no a.a.l 1310.2- 1 semi-neated spaces I Semi-heated spaces identified on clans if allowed 1 1311 1 Insuiation yes no a.a_ 1311.1 1 Insui.installation Indicate densities and clearances yes no a.a.I 1311.2 Raot iceiang insui. Indicate R-value on root sections for attics and other roars; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stabling of faced batts yes no a.a. 1311.3 wall insuiation Indicate R-value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose-111 core irsulatton for masonry walls as necess; Indicate heat capacity of masonry walls It masonry option is used or if credit taken in ENVSTD; { yes no a.a. 1311.4 Floor insulation Indicate R-value an floor sections; - Indicate substantial contact with surface; Indicate supports not more than 24'o.c.; Indicate that insulation does not block airflow through foundation vents lyes no a.a. 1311.5 Sias-on-grade floor Indicate R-value on wall section or mundation aetail; Indicate slab insulation extends down vertically 24"from top; Indicate above grade exterior insulation is protected yes = n.a. 1311.15) Radiant floor Indicate R-value on wail section arrounaa»on detail; Indlc:ate stab insulation extends down vertically 36'from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd.by Official yea an a.a. 1;312 i Giazing and acars Provide calculation of giazing area(including both vertical ' I vertical and ovemead)as percent of gross wall area yes = a.a. 131ZI U-tactors Indicate glazing and door U-factors on glaring and door schedule(provide area-weighted calculations as necessary); Indicate if values are NFRC or default,if values are default then specify frame type,glazing layers,gapwidth,low-e coatings,gas fillings yes no n.a. 1312.2 tsmuu&St: indicate glazing solar neat gain coerficem or snarling coefficient on glazing schedule(provide area-weighted calculations as necessary) { 1313 Moisture control yes tto a.a.j 1313.1 {Vapor retainers indicate vapor retaroers on warts side yes no n.a. 1313.2 Roovicetring vapxet Indicate vapor retarder on root on; Indicate vap.retard.with sealed seams for non-wood strut. I yes ao =.&.I 1313.3 I Wall vapor retarder Indicate vapor retarder on wall section I ;yee no a.a.l 1313.4 I rlocr vapor rEtarcler Indicate vapor retarder on floor sectionI yes no L.a-i 1313.5 Crawl space vap.ret I Indicate six mil blacx polyethylene overlapped 12'on ground I 1 1314 AirleaKage I I I yer no a.a. 1314.1 Biag.erivet.sealing indicate searing,caulking,gasKeting,and weatherstripping yes ao a.a. 13142 1 Giazfng/door sealing Indicate weatherstripping yes = a.a.1 1314.3 {Assemb.as aUCM indicate sealing,caullang and gaSK=ng 1 I PRESCRIPTIVFJCOMPONENT PERFORMANCE(Sections 1320-23 or 1330-M) yen ao F-ctvelope Sum.Tarn Completed and arracnea. Provide component performance warlisheet ff necessary j Provide ENVSTD screen 1 output if necessary If "no" is circled for any question, provide explanation: . ' �7 _ _r -_ - _ _ 1 � I � � I 1 I I ` I � II I II — --air 111ywn -,care roonresiaential Energy Code Compliance Form 1994 Washington State Nonresidential Energy Coda Compliance Forma July,t9Bal Envelope- General Requirements Unlabeled glaang and doors shall be assigned the default U-factor in 1311 Insulation Section 2006. 1312.2 Solar Meat Gain Coefficient and Shadng Coefficient:Saar 1311.1 installation Requirements All insularoo manenats shall be Neat Gain Coemc erl(SNGC),shall be determined,certified and labeled ;rts�lied aging ro tite manufacturer's in5lttrCtiorts=achieve t)rrr,er in accordance wid;axe National Fenestration densities,maintain clearances,and maintain uniform R-values.To;,"e inanc ord n a ems-* in la'ai F rrt Rating Cautdl(NFRC) ma)dmum ex W%possible,insulation shall extend averthe full Component agwcY licensed by the NFRC. area to the intended R-value. Exception: Shading coefficients(SC)shall be an acceptable 13112 Roof/Ceiling Insulation:Open-bloom or poured altemate or�liance with solar heat gain aceffic:ent loonas�l recttiremw-s. wading cr�ficents for glazing shall betaken from insulation maybe used in attic spaCLs where d-,e sbpe d the ceiling is not more than 3r12 and there is at least thirty ines d Qear distance C' Standard RS 27 or from the martufac tJrer s eat ch from the tcp of the bottom chord of the truss or ceiling data underside of Tie sheathing am the roof ridge,When eawn Vents are 1313 Moisture Control irstaifecl,barffing cf the vertr opmrigs shall be provided so as to deflect 13i3.7 Vapor Retar>jers V the incoming air above the surface of the insufatien aper retarders shall be irtstaiied on the warm Where lighting todures are recessed into a suspended or exmosed side(in winter)of�rmaatiort as required bythis sector. ceding, the rod/ceiling assermbly shall be insulated in a location Other than Exception:Ve=retarder installed with not more than 1/3 of the directly on the suspended ceiling rtorrtirpJ R v�ue between it and the cortditianed space E=eption: Type IC rated recessed Iigh Ling fbturm 1313.2 Root/CaTrng Assernblles:Roctf(celitng assernblies where the ventilation space zone the Insulation is less than an average of twelve Where installed in wood framing,faced bag insulation shall be face riches shall be prwiceo With a vapor retarder.Rod/ceding assemblies staPad 'Aitheut a vented airsrzM Wire neither the rod deck nor the rod 1311.3 Wail Insulation: Eger-Or wall cavities during franvng structure are mace of wood,strap provide a continuous vapor retarder Shall be fully insulated to the levels et the surrwnoing wails When scours installed in wood framing,.raced tit insulation shall be face stapled Exception:Vapor retarders need riot be provided where ail of Above grade wtarior insulation shall be protected. the Utstimion is installed between the roof m8mbrdne and the strucarr�roof deck Permanent nt m nner in Root irsulatlon shall be installed in a 1313.3 Walls:'Na�is sa�aruting ccnoiticned space from unconditioned permanent manner in substantial contact with the surface being insu4�ted. space Snail!be prtvioed with a Insulation supports shall be installed so spacing is not more than twenty v�rtetarder. four incites on tattler. Installed irsttiaiiort shall not blocs the airtlow 1313.4 Floors Forms separating conditioned space from unonrlditicned through foundation vents. space shall be PmvK ed watt a vapor retarder. 13115 Slab-On-Grade Floor; Slab.orrgrade insulation installed inside 131Z5 CMW Space=A ground cOvw of six mil(0.006 inch,thick)black the foundation wall shall extend downward from the top of the slab a iY;em or equal shall be laid ova the groeutd within cowl a mirtQrtum distance of tvvertty-four npnes or;o the top of the footing �-The ground per shall be overlapped twelve inches minknum at Whichever is less Insulation installed outside the foundation sitatl extend. the 1oiM and shall mizend to the foundabw wall. 00vxim rt:a minimum of tvenry-four inches or to the fiosilir a Whichew Exaeptiorr The ground cover is greater.Above grade insulation shall be protected may be omitted in Ga spaces rf the c:awt space has a onrtarte slab floor with a rrtinint mum Eseeption:For monditt'tic stabs,the insulation shall wiwnd th!clatess or three and acre-half!now, downward from the top of the stab to the bottom of the t*dttg. 1314 Air Leakage 1311.6 Radiant Floors(on or below grade): Slebcrrgrade insulation 1314.1 Builain shall extend daturwerd from the top of the sat a mini rnrm eistance of b butelements E O The rldbor)edfrs d hus sermon shall apply thirty'soc inches or downward to the too of the booing aril hcri�xttal for an Exterior joints aro uxa,,,,r dows aid doore fits,upeningrdated agates. aggregate Of not less than thirty-stir incites, and foundation,between wads and roof and wall �i�between walls panels;openings at If required by the building offical where sail Condtions Warrant such penetraticrs of utility services through wads.floors,and roofs-.and all irsuiatim the entire area of a radiant floor shall be themtaly isciated from W'w OPerurlgs in the m0ding envelope shall be sealed,caudced, the sal. Where a soil gas cmtrd system is provided below,the radiant gatki�Or weathersupped to limit air'eakage. floor,which results in increased convective flow below the radiant floor. 13142 Glazing arid Doors Doors and operable giaang separating the radiant floor shall be thermally iseiated from the sut>-4Cor gravel layer. motioned from urxaxctbaied space shall be Fixed 1312 Gla:ing and Doors windows shall be tignt fitit'ng with glass retained by stops win sealarrt or 1312,1 Standard Procedure for Dehxmirration of Glazing acid Door catrUcctg all arotuta U-Factors U4a=rs for gtaang and doors shall be detemnhed,certified cm Openings that are Mquired to be fire resist . and labeled in acccridance With Standard RS31 by a certified 1314.3 Buildurg Assemblies Used as Duds or Rerrums:Building 'mender agency licensed by the National Fenest ariori Rating Council used as cues a plenums shall be sealed cetilloed.and (NFRC).Ccrmitance shall be based on Model Size AA or 68.Product gaswftkef2d s Limit air fcu=se sarttples used for U-lacier detem nations shall be production line units or '"epcesentatn a of units as pumhased by the consumter or curt a=. ` � i + �; y ' i .,i 1994 wasrung=Slate Namasanme Eastgy Cone Camcuar=rams 1994 Project Info IPgeeaadress 1 9604-67TH AVE NE IDa'p-AUGUST 24, 2000 ARLINGTON , WA. 98223 IFtr°I.Wcing Ceparanentuse IAcpuca'"ame:CUZ CONCRETE PROD IAapucant 19604-67TH AVE NE,ARLINGTON dc3MPhQm 360-435-5531 Project Description ❑ \Iew9uilding AccMan ❑ Alteration i pr.-Saipave ❑ L'grmng Power Allowance ❑ '�jatems Atinafysis Compliance Option (cee Cualificadon Ctiecmi=(over).Inaicam P.esciodve&L°A=aces c!earfy on clans.) Alteration Exceptions No changes are bang mace m the ugrtng (cteCc acprapriale box) I '❑Las t=W--ar the i>m are new,and i=aped ffghdng wattage is net bung inaeased l�iaximum Allowed Lighting Wattage (Interior) Location Allowed (floer/prom ne.) Cc=manry Ce-A=mden I Watts per Te" I ,area in Rx I Ak wed x Am I I I I I I I I I I I I I I i I I I I I I Prom Tame Is.-, (aver)-aocanam ad ins taken tam ioetnoms i cmi A lowed'Naast Provosed L.i.#ting,Wattage (Interior) (May not exceed Taw aacwed watts tr!nze;ch L Lc=cn I Numcer ct I 'Naas/ I 'Nabs (floorimcm ne.) :xture Cescodcn F=ms ;=re Prccosed IBUILDING IHIGH BAY COMMERCIAL/INDUSTR TAT, I 8 I 400 I 3200 ILIGHT FIXTURE 40OW MH MT CWA IWITH LAMP "LV MARK" I I 1 I I I i I I I I J i I I I I I i i Taral Pmposed wam may not exceed Tami Allowed Watts t;r Intoner Taal Prnocsea Watts' 3200 Maximum Allowed Li#tin;Wattage (Exterior) Aflcvmd Wars Area in le Aacwed Waal FL,=tm Cesaicdan oer-,e or cer if (er I'm perfinemO x it,(ore!n ICzver>eo Pwidng I I a2'Ne I I Open Panting I NONE 1 02 Wfle I I Cutdocr Areas I I 02 We I I NONE Bldg.(by facade) I I am wle I I R 1 7s Wnf I I Nore:�r cutfcting exrerror.ceocse etttt�ae rdracs area ar the penmsw medvc.=nct Doat) Total allowed Wa=i SEP - 6 2000 06 --q, Proposed Li Wattage (Exterior) (f w not exceed T aw Aumed Wzws br CITY 0 •ARLINGTON I Numlerai watts/ Watts Locaifcn ;=.=m I ��m res I sxttue I Pmoosed I I I I L I NONE I I I NONE I Total Proposed Warns may not e=2ed Tcmi Allowed Watts for Extw= Total Proposed Wass `- ;, -, .� F 0 ME ME • NN ■ ■ [ 1 _ ■ It w ■ L ■ ■ ■ I ■ ■ ■ . . r mom _ ■ � R , _ •■ ME 0 MEN 0 . — 1 ■ 1994 wasmngmn Sim Non+amwMal S"rgy Lace Cammirane i%rma AAarm 1945 Proles Aaaress I Cane Use ibis tinn it you are ramming any c iiing height a0usarsents mr ycur LgnBng?ewer AJlcwanms rcr'.rrmnor llgnrtng. The Cr..,,==/ Cesc.-iptlon shcuid agree with ute"Jse''Issea an Cace Tame 15-1. Use Che atoo-cowri box to sele=lie aepreomm ceiling height on arnica the adjustment is based. Carry'lie Aciusted LPA b the crresponaing'AJlawed IA(mm cer !ocican an LT u-SUM. I Adjusted Lighting Power Allowances (Interior) L=cn Aaawec Caning`Jeight Curing Heighs Emit A (floarimcm no.) I Qr..stzn Cescnadon I Watts cer f"I `or Otis tam tr-his exmotcn—� Na135�er'j f I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I i t I I I I I f I i i i I I I I I I I I - 1 i I I I I 1 f =rolls Tame 15-1 dasad an excecdcr Ls�d at tooas ■ - 1 . . � 16 . r. Qi ■ ■ ■ ■ ■ J on. ■ ■ ■ :35A Wasrangton State NOnromemW Energy Caw C3ra0eanol FzMU Lighting e General Requirements orner.crc-�.:r a=ttc:r=n ar lmrk-- ana;r ,&L Autr--,--=ane wr nes srarl also nave w31 1 c2=-uo C3L"n.^¢f iCS.'Nf it~ cr,em he :513 Lighting CartaoLs css ct crcg=ana the se W.ys�r ax:easr 10 hcurs,if pawer 1513.1 Local %antral and Accessibditr:--&.SCa...., t! sed by•µr�� r:Cerrt ct cr=suira regrt carv5cns.snarl 5e ananoed mttn.icrura ',513.5 A=rr=i:Shut--',?C.-na'nl_.:mmner Cff�b ouiiciMg-n great vvrtran that spaces 7he lighting ems.wneMer one or more.stml be Tar.?c OCC aces all sc=: —roa-s seal to aLw9w'Mth serrate c aale of firming cff all frghcs aitttirt ate space The ccrz=snail be atcxrnanc=opts:c stem s'-e 6g.-M:y cunrq LT=-.=tea tour ifV ac^� L)le,��`e L7omt tlf�^trriez�=perzannei oc=xywtg a A=mac=x1r"ts maw ce an o jcar=;sermor. ;rne swt=n,or=,.er ,:s:rg Tie snag mince caa.^ie cr ac=rm::a v srut79 a';':crw'tq rwptions:i ne fdlowing Ggh dig ommmis may be in 5mmptions: re^tcre loons: 1. Areas atat n=to cndr%x=ry, u=r.aed.or iiiumnated in a Ugh&V controls tr spaces wrticit must be urea as a whole. roarer s t tri:q rrarttrai CCWMcre of ate tig�ng- 2. Aummanc ccr cols. 2 =' 9 1 t sys-errs. 3. Swing for mecca!or rr'w%da=ritV-rc=:e=faaities as I Cana requiring rained operawrs, mtay be:eauved xr rrcdL==t $. Carats for safety hoards andsecL=ty, ;5135.7 Cc-_-r~rartcy Senior:,- ter_ aar�r ems .-S shall a cx �1a of 1512-2.area Can=ois: ne rnatarrurn irgr�txl Foweratat-ay ba 11garr==*^-yang afi all:,e lgr.=in an area-n meta sar:X rrnut�s cr.�dea rt rn a singe swttrti or qua crane d snarl rct that ester:.e area has peer va= n, wrtct is provided by a twenty ampere dtr;pit loaded to rxx mom,tart t 513.5 2 Au=rrt:mjc-,:me Swrtr es:ixdiv li ssraec re switt~es s have eigr'N percent A master=rra%W maybe installed provides ate rckral a rauntturt 7 rest r_acx amt ce_ z to a'e:rr st cr T t all erertt dl swrtc^es retain heir caflabifity iurscx:n indenay ence�y.C mat breakEsss 7,n)e3 cer•&ee:K and incxaa.z--an autrn=c-zw--y'==-Orr'e=ae may not be used as the sale means of swit=ti .,r:ict urriv all iaac.^.--r at:east 24 hers am-en resumes ncmr-ly 'Dtions: .;nectwz--cermcn'-i11r.Rbrrzlo MMe swu=nas snag also nave crogram inausmal or,�T anura=nng prtzess areas,as mw ze M%Vxed =X-.ro cicaniuties. Bch cram,the loss ar�n arts W ne sett for precL;=xr- yr at east'0 hours.1 w�s ztiErttrt ? Areas less-Pan five ce:t~re or Tm buitaatg foemrisr'ar Arsrlrwac_me sw&--M siW trperme an cver-ndL swt=*q devioe tocmHnts over',00.000 te. acre 1513-3 Oayilght Zane Control:A dayright d zones.as deiced in a is reacay nctasoic Cha^�r 12.'-=urcer a emead g:a3tg ara ac�acert x veil glamnq, b. is loe'nd so--=a:er--r.n m-wg Ise Ce+ -.;;un see ate cg= s:ail ce eruvreed w ri rciwduaf ar .or=i rgrt-or ors sertsrrct er to arr'�s rrmaiec ty:e s.KrLt cr sa tt at 7 e a=rnmoc..rRtI1;lS.'Nrtl=Cr=TM awn Rzoeperdem?;--erat area 31p3 beir•.g J7Urr.ranc S aA.t•.,---:.nA.•- Ir, rnant2dy oaerm= 1513.4 OLsWay,Eti1odion.and Scecmity Ugnting Coxm-cm:All d. mbc%vs TO iKj=n4 m rerrtau'I on'a to mere 7tzet two nacre aLsc:ay. e;cvbrbcn, or saecart iirr=-q r,ail be=r:traled ixx=P--dency at wrtet an cver-ride is:r atd , r;e-erm area jgntng. a ^rtuflls an area rtC„^a•"• :CO0 x=perestt ci focmrirztr�rtns over 100.DQ0:t=.'xrtiche+�s is 151 5 automatic Shut-off C-amram r-ervr 5q- act grew rte.^.see`cr 24-ncur=nanucus use stall be aLxrnattadv swr=.ed by i Ill I11 199A Ylamn9lon State Nonrearaermat Energy Cane iomo"nw ironos - ;W,',99d i Froj ect Inf o ProjecZ address 19 6 0 4-6 7 TH AVE NE I CMAUGU S T 2 4 ,2 0 p 0 ARLINGTON, WA. 98223 Far Builoing Dept Use IACpiicant Name: CU Z CONCRETE PRODUCTS , INC. jAppllcantAddresa_-19604-67TH AVE NE,ARLINGTON j Appiicant Phone: 3 6 0-4 3 5-5 5 31 project Description NONE Bnetiy describe mechanical system type and feanues. ❑Compliance Option Simple System ❑ Complex System ❑ Systems Analysis (See Decision Ffowohart(over)for qualifications) Equipment Schedules The icilowing information is required to be incoroarated with the mechanical equipment scteduies on lie plans For projec+s without plans,till in the required information below. Coaling Equipment Schedule Equip. I I I CapaCfly2 I I O SA CrM I SEER f '` ID Brand Name' Mode!No.' Total CFM E=no or E=R I Ip_/' location 1 Hea'Eing Equipment Schedule Eutp. OSA cfrn ID Brand Name' I Model No.' I CaoaW I Total CFM I E=nc I Input Stub Output Stuh I E�iidency' I Fan Equipment Schedule Iui I Brand Name' Model No.' CFM I Sp' I HPBHP Flow Cantt I Location of Service C: 1/ Q arm olar p0� 'If available. 'As tested a=rdtng to Table 14-1,14-2 or 14-3. -1 if required. `CAP,HSPF,Combustion Emciency,or ay-pllcable. ; pow control types:VAV,constant volume,orvariable speed. 6..,c,yy r will, II 1 (back) , MECH-SUPA, t994 Wasn,ngton State Nonnes,aendel Energy Cade ICamplienea Mans duly,1994 System Deseript.On I If HeatingiCooling ❑ Consmntvor7 ❑ Air Croled? ❑ Packaged SYS? ❑ <54,000 Stun? See Section 1421 for full desc:ipNon of I or Cooling Only ❑ Salit sysem? ❑ S nomizer inCvded? Slmole System quallfic:ations. It Hearin 9 Only: ] <:c00 Cktl. ❑ <Ml.outside air? Decision Flowchart Use this iowclartto determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. Start stem T e eattna!9oolin nstan y yp or Conlin On otume? na y� I Heating Only t Y r Cooled? "000 C.m? no yes yes no I =Sec1421 1 ackage <70% OA yes vstem� no yes1' Y no -4,000 Btu SpIR no r 1900 aims stem no yes I yes ►nctt�des • Ecana? Reference -4,00013ttt' no I yes ; Sec. 1423 1900 cfm no -� yes y Simple System Allowed Reference Sec. 1420 Use Complex Reference System Sec. i 430 Refer to MECH-=MP Mechwical Complex Systems for assistance in determining which Complex �o>�p lex Systems ems recOre tents are applia bie to this oroiect r Complex c-ms ChecMlst PI iI . t994-4asnington State Nonremdemal Energy Cane Camotfa+eo•Famis xy,t99a Proiec..Address I Date The;clowing additional information is necessary to check a mechanical permit application for a complex mechanical For Building Ceoanment Use system for compliance with the mecnanical requirements in the Washington State Nonresidemtal Energy Cade. Use the gedclist as a reference for notes added to the mechanical drawings(see the MECH-CHK ctecidist for additional system requirements). This information must be on -he plans since this is the official record of the::ermiL Having this information in separate specifications alone is NOT an acceptable alternative. Applicability Code L.ocaticn Building Oepam rem (circa) I Section Camoonent Information Required an Plans Notes ADDITIONAL CHECKLJST rMMS FOR COMPLEX SYSTEMS ONLY yes a.a.l 1431.1 1 geto assem.sys. I F,rovice carwlattons I I 1432 1 Contram I yes = =.a.) 1432.1 I SetdaCK&SnUT-Ort I Indicate separate systems or snow tsotanon aevioes an titans I 1 1 14= I Temp.reset contort I I I iyes = a.a.I 1432.2.1 Air systems I Indicate aummanc reset I I yes = a.a. 142222 Hvaronic systems I Indicate automatic reset { I yea = a_l 1433 IEconomizers Indicate economizer on equipmemschecuie or prcmce calculations to justify exemodon yes = a.a.I 1A34 Seoarate air M. I Inotcate separate systems on plans I I yes =a a:a. 1435 Simul.ntg.&cg. I Indicate mat simultaneous nearing and ccoung is prontorrecL I I unless use of excebdcrt is justified yes =0 a.a.I 1436 I Heat recovery I Indicate heat recovery on plans; complete and attach hear recovery calculations yea a.a.l 1437 1 Eiec.motor edit. I M .4,M I or rtlulp. cnecuie with no,ram,emdencf I I yes a_a.l 1438 I vanaole stow sys. I indicate vanacte d ow on art and puma schecuies It "no" is circled for any question, provide explanation: Decision Flowchart Use this flowchart to determine ihow the requirements of the Complex Systems Cation aopfy to[he project. Refer to the indicated Q-de sections for more complete information an the requirements. Starr Here Sucd=14LLI i:q�pmmclL! Strad Yraet:TaLla 14-1 14-3 secdom 14= I3e1� Ye of Avmhlimi I 70010.a ae No &cam 1,=" Ya sty Pro St=tn Ya Serstm 143Z�1 Hat9J>xc3trpQly S Systtm U-4 5 -cr�mtouz Rees _ Caoa711M Cawa Ream= `\ax=Stahl O mm Nd (carsft wed on 1994 Washington State Nonresidential Energy Code Compliance Form �Pjwham .r • . �- • „ 199d Wesningson State Nonresraertdal Energy Caa.Camom ance Farm .uly,1994 (continued C from front) I 1 *>L � Sermon 1437 —d No Me=is a ylatar5 yILLY Sim� ? Iis Sys=1 TaElc ldi vfz Yet Yc ��D=LY> Yes tioces �C110II¢ M= Caotiasiaam +Y4e Bush? tom? No I Na 1 Seedee141L1 So==14LS stag x � 9nc Pump ��.OoO Yes l 3em or Cary? a No 14= Micoatocsusar I'=Pamp I C.3°`°Ls T n �----�" SnpplT Air> ,, ii Se>9oa 1436436 �de es 10%i Onmdc Air> i mAcm.w, ? I Sysk—:A i Coakiq YesSd No G�olia; NO Tod Blrl; No Cao.rsy> Aoo®p Caarecy> Cma=y> Sdk=Bwh? uw 14.=Benn? :40=Bmh? No Yea ya I S.el.n 1433 r� Bagermed I Ssden 1433 Yes �Q Pomp. a Y�hfa ilo' Vo1dnPlow? >10 M" Ik+m 3egoad ro Mo Sedr n IA35 FmPaw= Yin VAV T®iUc0 Sgmm? Vo� S.atm Idw DOQd: S� H==sg& Cadmg PSoa0lrred ♦ 119_941 Washington State NonreswentW Energy Case Comotianoa tonM yry 1g941 Project Address I cam i Complete the following for all design A&i3 squirrel-cage,T game induction permanemly wired polyphase For Building 0ecaranem Use o motors from 1 h to 2C0 ho having synchronous speeds of 3600,1800 or 1200 rpm(unless one of tie exceptions below applies). Motor Min.Nom. No.or Type I Synch, Fvlt Icv- Location HP (open or dosed) Desaieden of Application or Use Soeed Efficercl 1 1 1 I OPEN ( OVERHEAD CRANE TRAVEL 11725 1 8 b 6 2 1 1 OPEN IOVERHEAD CRANE TRAVEL 117251 86% 3 I i I OPEN ( OVERHEAD TROLLEY 117251 870 4 7j OPEN ( OVERHEAD CRANE WINCH 116751 40 I I I I I I I I I I I I I I Coen Motors I Dosed Motors Exceptions: Syncnroncus 1. Motors in systems designed to use more than Soeed(RPM) 3.600 1 1.800 1200 I 3.600 I 1.8C0 12C0 one steed of a mutt€-speed mcmr. HP I Efficiency(%) I =ffiaenar 1 a) Z Motors alreadv included in the efficiency 1.0 - 1 82.5 80.0 ) 75.5 I 825 1 80.0 requirements for HVAC aquipment(Tables 14-1 or 15 I 825 1 84.0 I 34.0 I 825 I 84.0 1 855 14-2). ZO 84.0 I 34.0 1 85.5 I 84.0 1 84.0 1 865 3. Motors that are an integral.part J.e.not easily 3.0 34.0 I 865 I 86.5 855 '1 975 1 875 removed and replaced of seeaalized orccess 5.0 35:5 87.5 I 87.3 I 875 1 B75 1 97.5 equipment(Le.ecuiomentwhich recuires a spec:al 7.5 1 87.5 I 38.5 1 88.5 I 88.5 1 895 895 motor,such as an exciosian-'proof match. 10 885 895 1 90-2 I 825 1 895 895 4. Motors integral to a listed piece of equipment 15 895 1 91.0 1 902 902 1 91.0 902 for which no qualifying motor has been approved 20 902 91.0 1 91.0 I 902 1 91.0 I 902 1 C.e.If the only U.L Iszng for the eedoment is with a 25 91.0 I 91.7 1 91.7 1 91.0 1 92.4 1 91.7 less-4 fident motor and'Mere is no energy-aeificient 30 1 91.0 924 1 92-4 1 91.0 1 9Z4 91.7 motor dpdcn). 40 1 91.7 93.0 1 93.0 1 91.7 1 93.0 I 930 50 I 92.4 93.0 93.0 I 9Z4 1 93.0 93.D For motors daiming an exception.Ust motor and 60 93.0 93.6 1 93.6 I 93.0 1 93.6 93.8 note which exceoocn applies. 75 I 93.0 94.1 1 93.6 I 93.0 1 94.1 93.6 100 1 93.0 94.1 94.1 93.6 1 945 94.1 125 93.6 I 94.5 94.1 ( 94.5 945 94.1 150 I 93.6 96.0 945 94.5 I 95.0 1 95.D 200 I 945 I 95.0 1 945 95.0 1 95.0 1 95.0 • . :ury.19:74 l 199A Wasnington State NonrlslCeMal E-I.rgy Coos Camtolanee - Date project Address The following information is necessary to deck a mechanical permit application for cornpi7ance with the meCtanical requirements in the l Washington State Ncrimsidentfai Energy Code. � l.omtian Building Department Aoplicability Cie on Plans Notes (arse) I Section I C.:mconent I information Recuired HVAC REQUIREMENTS (Sections 1401-1424) 1 1a11 I C-^Fmt cenermar.� I I I Iyes ao a_a.l ta11.4 1 Plcg.eiec.mq.3 ag. i Lsst heat Pumes on sc recuie yae au a.a.l 1411.1 IN11111mum dr110Ef1cI ICculCment Sr.'7eCule W1trl ype,':aGary, Emctenct I 1 141E t-iVAi,.=nuuls I I Iyes no �,a,l 11412 I t em0ef3SLirD Zones I inoicate Iccaacns on Gans Cegree Ceaaoano minimum iyee = a.a.l 1412,' 1 Ceaeoatlo control I Ineicate 1 lye e =o a.a.I 1412.3^ It"lUmicivy control Ilnalcate numlCISMI Yee �p z.g,l 1412.4 I Aummauc semacK I Inaicate Inemtostat Witrl nignl SL".C3C:C and?Cif•Gay„Jt?eS I I I I yes 7p y.a_) 1412.4.7 I UartiD2f5 i Inot�*Z'gdmC£'f'CG''tiOn anC alttorrlcIIC=n17DIS I I yes ae a.a_I 14125 I Heat cumo xnunI 11f1acate mj=arccesser an atermos:at smeouie I II lye, ,p y.a.l 14126 i -moustion mg. I Ineicate mocutating or stages=ntrct 1412-7 I Baiancn9 Inatc�te catancrtg features on cians yee a.a.J 1422 1 1 errttosat!ntencCr 1Moicate mermoss<atlnmr1ccc on Gars I Iyes ya,l 1423 1 wnOmlZSrs 1=culcmemso ecule I I 1413 Air ecncmizers Iyes on s.a.l 1413.1 ICoerancn IIneicate 1CG°'o cal)anllity on sctecwe I ' ,1yee 1413.E 1 MCI I Ina.rate Con7Vls acte m evacuate eumee air lye's a.a.i 1413.3 1 I1`1129 IEO CDerdncn I inalmte ca..amirty'or caraai=ounc 1414 I ulwng systems i Incicate seaiin ne%scary yes 1_S.1 1414.1 I Cua Sealing g I I yes w 3_a,l 14142 I tia insulaticn I ineicate n-va<ue of insulation an ClG 1415.1 1 Pioing tnsulaucn Ircicate r�varue or lnsuianon on ciclrg Iyes w =_d.l i-2a iSecarats air m I Incicate secarate systems an Ciar:s `yeO I Meai.Surm.turn Czmeiewo anc ariac�ec _auipmerr s�eauie vritffffl incut/eumut.--ifaenc;,�,ho,economizer ScRVICE WATER HEA i 1NG AND I i�ZJ POOLS (S�;- 1440-1:a4) I td4G 1 Semcs water Tr— I 1 I !.yes oo y_a.i 1441 1�ec'llSW rIeater I lncl=te n-iu lnsuiancrt Lircer MnK1 I Inacate aurcmauc snot-orf yee �o a_a.1 aa2 I.�tLIt-01'('CarII0L5 I I i 4450 i-eated pods I I I I yen a.a.7 1452 - I Foal water neatens I Inoicata not electric resu•-tart I I yee ao a_s.l 1453 I�a01 ne81Er COIlIIt7l3 I InaIC3Ie SWft.""1 ar>d c�aearea CvrT7'.;l I vee no z.a.l 1454 I�CdverS InatcaI9 vaner re a � coven I - - yes tw a_n.l 1454 I CCiS 30�-OegrE":,S I InCicatL'rr12 COOT CaVef I If "no'' es clrelhci for any question, provide explanation: I _ —•.- �f --•• � .�Yucu�VG l VIM . i a9a'r zsrnnr;,on Sots Narimaraermar rnnml goae C�amvkm=pamu .lurY,191it Mechanical - General Requirements 1412J irtaegraoed Overacon:Scalding Heating Energy:Air 1412 Controls eMnomtMrs snailvi be enraflle d prodirg partial calling even wPi-m-i apd tonal rnedranry coofrq is recuuvd to meet'he remamoer a 71e 14721 Temperature Conti is-.Each system snail be oravIded with aU =Dung Iced. CInt ois.-troll not oredU°e the eeonortrar ooeraWn when ee :We gn°eraitua con=[device.S=l zone shag be rsmoded by me=l=mal cooing is reeuiren sirnLganeousry. rciv dual themxsratic axtoals r>?soorldrlq to mmperanire within 7ne cone. Eseoderc Ecorlomizars on ndivitara4.di mct smarm o t, lrirtq At a mrrnrrznt each floor of a building shall be cortsnbered as a seuarate systems with carzc ties not srte. 98awc'Tian 75.000 Bturh may rciude eormots riot rend snrnuutarlemm operation of To 141^"Deadband Controls:When used to control both=mfart hearing economizer and mecrmical co tirq farthe purpose d preventing rind cooling,corns TOffTOS=c=VUS stroll be cacaCle ci a dear r Cr at ice rorrracion an roofing Coils. least S degrees F within wnich the supply of hearing anti=oorlg energy To 1414 Dut:dng Sy3b ms re=ne is stilt cff or reduced to a mintinum- 1414.1 Sealing:Du=-mc*wnich isdeskTmd m coam a at pressures °1. Soecal a' ove 1/2 Txh water o*zrnn stone pressure snail be seeied in accortrance deadband controls are not riate.y,spew!to or rectriremertiv wnere ao with Stand � ea Standard PS-18. E) of sring M=red is as'pillows:etadba 2 Buildings complying with Secdcrt 11a1.4,.f in the proposed 1. Stack presstae: 12 hch to 2 inch=seal transverse joirus. building energy ems,,yam am ding Z Sta=pressure: 2 hmes tim 3 ink seal all mrsverse joints thenncstm setperrits are set to the same mmoeranze and brigraidird seams. benveen 70 degrees F and 75 degmes F inCusrve, and ass urned to be consmrit 7trougraut the year. 3. Stak DrewWe: maw 3 inrnes:seat all ti-artsverm 3. Themtn�that require marnal cnangeover between heating �9rivairal se<ms rid m1cz W-A peneemortss. and cooling rtlade.- 1414.2 Irisulation:dots and Cienums Tat are cor=rL---:e t as Cart of the 14'.2Z Humidity Controls-.if a system is egcapped with a meatus for b uildlrg ertvdope shall meet IV remacement.,d C,«k- mr 13. Other du= acting nnoisture,a humidistm shad be provided. and Ole ms ms shad be them-erly utstsated per Table 14-5. T41Z4 Sed:ack and Shut-0tf:HVAC systems shag be eauroped with ° --Txnatic=hints cmaable d ac=mdishing a mcu: ion of energy use 1. Within the HVAC NWffuTL :.rtugn ranccl setback or ecuioment snutciovi n during periods of ncMnse Or arterr%we use cf the spaces served the 2. Exltarst ardu=not suvIed t0 crxnoens,cn. a/ sysran The ainomr3tic conuars ,.all;eve a minimum seven-day c!odc and be capade cf being set for 3. End 61 within a space tfat serves ft,&spans only. seven aifferent--ty types per,week 1415 Piping System Ezeepdorts: 141-11.1 Itnaulad°n:p#*q shag be ttnrlr.May TLIA..•iamar in aCCat tce with 1. Systems serving areas whlch Mgtara cortdrniam operaum pi the Table 14-,& same tennerdtrfre setpattt. 2 Ertiipmernt•NTth fud load dernaxts of 2 kW(6,325 Btwh)or less E=ePdoro Po*V insmiled wiaYut mtary HVAC eg� may be-r=lled t1y M adily accesmbie rrsa-:. off- Water pines ou:rsnde me corx6boned mace stag be icststmed in hour controls a=rdancs with W 1412.4.1 Dampers:Cunside air irrraioes,eft otates and relief outlets SOr'stars a'umbtng code(WAC 5 i-25� serving occndiboned,spaces shall be equipped with oartaem wrscn c4se anoma=11iy,roan tie system is off a upon Pcvverra�ure. Stair malt and 1424 SIMPLE SYSTEMS(PACICAG>�t RtATAitY Ei7(JlP61lSVT) erevmor srnatt swoon®relief ooenlr1gs shell be =rrpers. These dn0�wyth r>ourrral�ooein 1421 Sysaem Type:To�Y 2S asirrale syslaent,systerrs shall be one d c�rrnpers shad fervent dosed n rurrttat o�erancn urttii 71e iodowing wed by the fire alarm system or x%aopvved strndm demc,-,Cn a �� �n pied eRuipTO7L'+ uch pr VC0 trO� heating, e axi or iing 5och,and reGtae only emerrral "' cxtr-C=to duo work and energy services. 1. Systems serving areas vvttidl rteqdra i coeratiat b Air cooed.cortsn2itt wltrrtte spit 2 ^ambctsnon air�I�s. systems,mu to provide hemu g, cooling or bm wrth coo&lg a=a"3y of 54,000 Stwh T4125 Heat Pump Corrbvis:Unitary air cooked hest pumps stall ir,=txie or less. -=viproeesscr controls That rrrrtirrtim supplemental heat usage di.uvlg rt-=set-up,and defrost condit Iorm These cattrois--rsaA anti= c Heating ow switenm witch ham a cmpiet.ty at less draft SOW rymd for hear and tm camoresson herding as the first stag of heat --rn or'N nictl have a m rti mar i aumx:le air suppty at :::rmoLs stag indicam when st=pke:nerttal hen"s being used mrtxign ass than 70 peMem of lie total arcncAM:ion. emw means(e.g.,I EED irncdcmcirs). AD od'ier Systems shall=r#Y-*th Semom 1430ftmrh 1435. 'A'126 Combustion He adng Equipment Controls:Comixzbcn he®nq 14..2 Controls In addibm to 7te controt remureme=in Sort 1412. tsaome=with a caoacity over 2S.OW Btu th sfraA have modutamx}or rvrlere seoarato neamlg and a:oiutg egta nvM serve the sauna miripertrum wed Sri CCntrCL rove.therrrxsrat,atnall be wmmbcxed to prevent znugbuvx rs nesmIg and E=e000cs: ding. 1- Bdiers. 1423 Economix— _fro xmrs rreemn the maulrerre tts a Se=on Z Pladiait Heaters. JAI shag be iitstaded on p;aciaged roof IP fat-ccofiN units rmmg a '41Z7 Saiarlcng:Earn air sLpply outlet or air or•Aewr�nqrmnal device fir cW-=Y d 78aw hart 1.900 ism or a WiM cociiirng caractty gem 7-MI have a means for Clan 5 000 etwh. balanctrg, Svg but r>x rurtt��. naem Mmoer=ffe and pressure test mrvtect ore and beta=ng,ram The t=W carataty of ad=lz vvifhctrt econorriats anal not=Oed 1413 Air sonc,vdzw 240,000 Stub per tithing. -'3.1 CDeradcrr. Air econorn®rs shad be d atitornaneally mrzuuaanq "424 gate Air Oistritxataa Systems Zones with soe�t Wo�ss -::..rCe ar)d rerun:air aarraers to provide hire Percent of TM design suapty *mpera ure mqu-m>erm-&Ortturriddy rr gtraemeM snails be served by ar 32 riot rJe ztr refit sot or eivnirnaas the dead fon rrn teal air dsmtn m n systems;from row senmtg cones mquuag oruy co0�• comfort corxiAk s. '41 2 Coo is Air ec orttsm¢srs snag be mrmvded by 2 Envoi system datmtnrnrtg if ouuside air can meec part or ad at the buuldirgs .--�Ty 101d5. ~� i N a J 0co UD o Im o o V W 00 a _ i W0 oiz � , o LLa a to ccr Ln O 3 `.tea U LD Z 4 ru NinC U 00 ! O M S OD Ln CL w IW- ui Z I ¢ f CCQ0� r QCL .r- � ¢ Z � 2 Ln N O a rM ! U C F- rH 19.1 U a Ih , 'i City of Arlington Department of Planning and Community Development Sepa Checklist CITY OF ARLINGTON ENVIRON—NMNI'AL CHECKLIST Purpose of Checklist: The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the proposal, it can be done) and to help the agency decide whether an EIS is required. Instructions for Applicants: This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or"does not apply". Complete answers to the questions now may avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and Iandmark: designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different .parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist ' may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Use of checklist for nonproject proposals: Complete this checklist for nonproject proposals, even though questions may be answered "Does not apply". L 'ADDITION, complete the SUPPLENMEtiTAL SI=T FOR NON-PROJECT ACTIONS (part D). For Nonproject actions, the references in the checklist to the words "project," "applicant," and If or site" should be read as "proposal","proposer," and "affected geographic area," ,. respectively. RECEIVED SEP - 6 2000 CITY OF ARLINGTOIt A. BACKGROUND 1. Name of proposed project, if applicable: PRODUCTION CONSOLIDATION 2. Name of Applicant:- CUZ CONCRETE PRODUCTS, INC. 3. Address and phone number of applicant and contact person. 19604 67th AVE N.E. , WA. 98223 360-435-5651 4. Date checklist prepared: WAYNE D ZACHRY FEBRUARY 16-18 , 2000 5. Agency requesting checklist: CITY OF ARDI4GTON DEPT. OF PLANNING AND COMMUNTIY DEVELOPMENT SEPA 6. Proposed timing or schedule (including phasing, if applicable): START DATE- ASAP COMPLETION DATE- JUNE 1st 7. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? NO S. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. TRAFFIC IMPACT ANALYSIS..;/DRAINAGE PLAN(NPDES PERMIT)NPDES APPROVAL ! FROM DOE WILL SATISFY DRAINAGE REQUIREMENT f I 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. DEPT. OF ECOLOGY-WASTE WATER DISCHARGE PERMIT 10. List any governmental approvals or permits that will be needed for your proposal, if known. CITY OF ARLINGTON AIRPORT COMM. F.A.A. 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to CONSOLIDATE PRODUCTION AREA OF PRECAST CONCRETE PRODUCTS TO NEAR CONCRETE BATCHING EQUIPTMENT. EXTEND( 501WIDE)CONCRETE SLAB AND OVERHEAD CRANE 150 ' AND INSTALL AN ENGINEERED 50 ' 1l225 'METAL ROOF WITH PARITAL SIDES , THE SITE IS 8 . 66 ACRES EXCLUD NG C`YumIry REY ON EAST BOUNDRY describe certain aspects of your proposal. You do not need to repeat those answers on this page. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 19604-67th AVE N.E. , ARLINGTON, WA. 98223 see attached A-12-1 see attached A-12-2 TO BE COMPLETED BY APPLICANT Evaluation for Agency Use Only B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site(circle one): 6D roiling,hilly,steep slopes, mountainous, other b. What is the steepest slope on the site (approximate percent slope)? 8 . 7% 4 C. What general types of soils are found on on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note andy prime farmland. ( 17 ) EVERETT GRAVELY,SANDY, LOAM. COVERS APPRX. 70% ( 30 ) LYNNWOOD LOAMY SAND ALONG WESTERN BOARDER OF SITE d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. NO 3 t e. Descnbe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. GRADING MAY BE REQUIRED TO MATCII EXISTING SLABS APPRX. 50 YRDS. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. NO g. About what percent of the site will be covered with impervious surfaces after project construction(for example, asphalt or buildings)? 7�7 17% ••• Proposed measures to reduce or control erosion, Or other impacts to the earth, if any: NEEDS TO CONFORM WITH CITY OF ARLINGTON ORDINANCE 2. Air a. What types of emissions to the air would result from the proposal(i.e.,dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. I?ITRTNG CONSTRUCTION DUST & ODORS WILL BE CONTROLLED. THERE WILL BE NO INCREASE IN DAILY AUTO TRAFFIC b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. NO c. Proposed measures to reduce or control emissions or other impacts to air, if any- WILL BE IN CONFORMANCE WITH STATE & FEDERAL LOCAL REGULATIONS 3. Water. 4 A. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site(including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. NO 2) Will the project require any work over, in, or adjacent to(within 200 feet) the described waters? If yes, please describe and attach available plans. N/A 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicated the source of fill material. N/A 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. NO 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. NO i 7 I 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. NO INCREASE B. Ground.• { 1) Will ground water be withdrawn, or will water be discharged _ to ground water? Give general description, purpose, and i 5 i �t approximate quantities if known. STEAM IS USED IN THE CURING PROCESS , SO THE BYPRODUCT OF THE STEAM WILL ENTER BACK INTO THE GROUND. BUT THERE SHOULD BE NO INCREASE SINCE WE ARE JUST CHANGING LOCATIONS. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial,containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are.expected to serve. LIQUID AND DRY CALCIUM, FORM OIL ( DIESEL- BASE ) , CEMENT WILL OBTAIN WWDP PERMIT FROM DEPT OF ECOLOGY C. Water Runoff(including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? `Hill this water flow into other waters? If so, describe. ATTACHMENT C-1 NO, THIS WATER WILL NOT FLOW INTO OTHER WATERS 2) Could waste materials enter ground or surface waters? If so, generally describe. WE CURRENTLY USE AN OIL BASED PRODUCT FOR OUR FORM RELEASE AGENT SO WITH THE USE OF STEAM FOR CURING SOME OIL AND/OR CEMENT BY PRODUCT MAY BE ABLE TO ENTER THE GROUND WATER d. Proposed measures to reduce or control surface, ground, and runoff impacts, if any: WE ARE CURRENTLY IN THE MIDDLE OF THE PERMIT PROCESS FOR OUR WASTE WATER DISCHARGE PERMIT. PRIOR TO APPROVAL SOME UPGRADES WILL BE REQUIRED AND THEY WILL BE MADE UPON THEIR RECOMMENDATION. 4. Plants a. Check or circle types of vegetation found on the site: deciduous tree: alder,maple,aspen,other evergreen tree:iir,cedar,pine,other shrubs _amass pasture crop or ;rain wet soil plants:cattail, buttercup,bulrush,skunk cabbage, other 6 _water plants: watedily, eeigrass,milfoiI,other other types of vegetation b. What kind and amount of vegetation will be removed or altered? NONE C. List threatened or endangered species known to be on or near site. NONE d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: BIRDS; aw heron eagl ongbirds other: PIGEON, CROW ARE SEEN FLYING IN THE AREA I'V ti fAL .dee bear,elk,beaver,ot er: FISH: bass, salmon, trout, herring, shellfish, other- b. List any threatened or endangered species known to be on or near the site. NONE C. Is the site part of a migration route? If so, explain. NO d. Proposed measures to preserve or enhance wildlife, if any: N/A 6. Energy and Natural Resources a. What kinds of energy (electric, natural gars, oil, wood stove, solar) will be used to meet the completed project's energy Echkin 1130/96 7 needs? Describe whether it will be used- for heating, manufacturing, etc. ELECTRICITY FOR ADDITIONAL LIGHTING b. Would your project affect the potential use of solar cncrgy by adjacent properties? If so, generally describe. NO C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control enemy impacts, if any: NONE�-THE BUILDING WILL VOT BE ENCLOSED 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, rick of fire and explosion, spill or hazardous waste, that could occur as a result of this proposal? If so, describe. NO 1) Describe special emergency services that might be required. NONE 2) Proposed measures to reduce or control environmental health hazards, if any: b. Noise EchkJn 7/30/96 8 1) What types of noise exist in the area which may affect your project( for example: traffic, equipment, operation, other)? NONE 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come Tom the site. NO INCREASE 3) Proposed measures to reduce or control noise impacts, if any: WILL CONFORM WITH CITY OF ARLINGTON NOISE ORDINANCE. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? INDUSTRIAL / NORTH-SNO.CO.RD. MAINTENANCE SOUTH-VACANT EAST -RESIDENTAL/CONSTRUCTION WEST -ARL. AIRPORT INDUSTRIAL PARK b. Has the site been used for agriculture? If so, describe. NOT IN THE 10 YEARS WE 'VE BEEN ON SITE OR THE 10 YEARS PRIOR. C. Describe any structures on the site. SEE SITE PLAN ATTACHMENT 8-C d. WiII any structures be demolished? if so, what? NO e. What is the current zoning classification of the site? INDUSTRIAL Echkla 7r30/96 9 f. What is the current comprehensive plan designation of the site? INDUSTRIAL Cr. If applicable, what is the current shoreline master program designation of the site? N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. NO i. ApproximateIy how may people would reside or work in the completed project? COMPANY WIDE THERE ARE APPROX. 65 EMPLOYEES IN ONLY THE NEW ADDITION 10 , NO NEW EMPLOYEES j. Approximately how many people would the completed project displace? NONE ANTICIPATED k. Proposed measures to avoid or reduce displacement impacts, if any: N/A i. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plan, if any. WILL MEET ALL AIRPORT & ZONING REGULATIONS 9. Housing Echkin 7/30/96 10 a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle or low-income housing. N/A C. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? 36 FEET, PAINTED METAL b. What views in the immediate vicinity would be altered or obstructed? NONE C. Proposed measures to reduce or control aesthetic impacts, if any: N/A 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? MINIMAL , LIGHTING IS IN THE CEILING, 7 :00 a.m. to 5 : 00 p.m. b. Could light or glare from the finished project be a safety hazard or interfere with views? NO C. What existing off-site sources of light or glare may affect vour Echklst 7/30/96 I 1 i proposal? NONE d. Proposed measures to reduce or control light and glare impacts, if any: ALL OUTDOOR LIGHTING WILL BE DOWNSHIELDED. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? BASEBALL AND SOCCER FIELDS, JOGGING TRAIL b. Would the proposed project displace any existing recreational uses? If so, describe. NO C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: NONE 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. NO 5 k 9 b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. NONE C. Proposed measures to reduce or control impacts, if any: N/A Echklst 7/30/96 12 u 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. 2 SITE ACCESSES OFF 67th AVE N.E. 1 SITE ACCESSES OFF 63rd AVE N.E. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? NO, 1-1/2 BLOCKS C. How many parking spaces would the completed project have? How many would the project eliminate? 73 CURRENTLY EXIST, NONE d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe ("indicate whether public or private). NO e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. THERE ARE RAILROAD TRACKS LOCATED APPROX. 100 ' FROM OUR EAST LINE. f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. NO INCREASE Proposed measures to reduce or control transportation impacts, if any: N/A Echklst 7/30/96 13 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. NO b. Proposed measures to reduce control direct impacts on public services, if any. N/A 16. Utilities a. Circle utilities currently available at the site; elect atur2l s at ,refuse scrvic telephone sanitary sewer septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity which might be needed. ELECTRICITY IS ALREADY AVAILABLE AT THE EXISTING BUILDING GRADING AND POURING OF CONCRETE SLAB AND ERECTION OF OVER- HEAD CRANE AND ROOF C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: `'J t...2� Date Submitted•MAR H 2, 2 0 0 echkJsc 7/30/96 14 • City of Arlington • Planning and Community Development Minor Development Permit May 15, 2000 Cuz Concrete Products, Inc. MN-00-010 I. PROJECT DESCRIPTION AND REQUEST Cuz Concrete Products, Inc., requests a land use permit to relocate and consolidate 3 existing uncovered production areas into 1 covered area of approximately 7,140 square feet with associated site work. The purpose is to increase access to the centralized concrete batching area. II. GENERAL INFORMATION 1. Applicant/Owner: Cuz Concrete Products, Inc., c/o Wayne Zachry, 19604 671h Avenue NE, Arlington, WA 98223 2. Contact Person: Wayne Zachry, 19604 67`h Avenue NE, Arlington, WA 98223 3. General Location: 19604 67`h Avenue NE, Arlington, WA, on the west side of 67`h Avenue NE one block south of 1971h Street 4. Address of the property: 19604 67'h Avenue NE, Arlington, WA 98223 5. Description of Proposal: Construction of a 7,140 square foot covered area and associated site work 6. Approximate Acreage: Approximately 8.66 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION I ZONING ! EXISTING USE Project site Industrial I Industrial 1 Manufacturing North of site Industrial Industrial ! County Rd. Maint. FacilitN i South of site Industrial 1 Industrial Vacant East of site I Industrial 1 Industrial i Industrial West of site Airport Industrial I Airport Industrial Airport Industrial Park F:IH0ME1Kris1MN-00-010 Cuz Concrete-MUz Permit.doc yip;5/15/00 Page 1 of 5 i _ _ i 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: Septic Tanks Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District #16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Determination of Nonsignificance was published, posted, and mailed on April 5, 2000, with comments due no later than April 19, 2000. III. ENVIRONMENTAL REVIEW A Determination of Nonsignificance (DNS) was issued on April 5, 2000, with a 15-day comment period followed by a 10-day appeal period; one comment was received. The comment, dated April 29,2000, raised the issue of runoff flowing from the north side of the property onto adjacent parcels. No mitigation measures are required. IV. BACKGROUND The subject minor development permit/environmental review application was received by the City of Arlington on March 2, 2000, and the application was deemed complete on March 30, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.5. V. FINDINGS OF FACT 1. Application Process: The minor development permit/environmental review application was received by the City of Arlington on March 2, 2000. The application was deemed complete on March 30, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.5. A Determination of Nonsignificance (DNS) was issued on April 5, 2000. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Industrial. The subject property is zoned Industrial per UDC, Chapter III, zoning map, Page III-2. Manufacturing facilities are a permitted use per Chapter V, Section I, of the UDC. 3. Lot Dimensions. Density and Related Requirements: The proposed development complies with the minimum lot dimensions for a manufacturing facility (I acre in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and side 20 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Industrial zone. The proposal is in compliance with the airport height regulations per Arlington Municipal Airport staff. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, particular matter, electrical interference, hazardous materials storage, waste FAHOMEIKr MMN-00-010 Cuz Concrete-OR1Cuz Permit.doc yjp;5/15/00 Page 2 of 5 r. disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: The proposed use as calculated per UDC Chapter IX, Section CA Parking Requirements, requires 64 parking spaces, at 2 spaces per 1,000 square feet of gross floor area, plus any required spaces for office, sales, or similar use or as special conditions as the use may require. The proposed site plan shows 66 parking spaces, which meets the minimum requirements. No loading spaces are proposed; however, there are sufficient large open areas near production facilities to allow for loading. 6. Landscaping: Landscaping is not required as part of this land use permit. 7. Transportation: The proposed development fronts on 67 h Avenue NE (frontage road); no improvements are required on 67h Avenue NE at this time. It is estimated that this project will generate no additional trips. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that it will probably work. Per City of Arlington Ordinance 1216, there shall be a payment of storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area. 9. Critical Areas: The site contains no identified environmentally sensitive areas. 10. Park Mitigation and impact Fees: Per UDC Chapter XI, Section 6.4, In areas with commercial or industrial zoning designations, the developer of any commercial or industrial facility shall pay five cents ($0.05) for each square foot of new building per approved site plan. 11. Water and Sanitary Sewer: Adequate City water service is available to the site and sanitary sewer is provided by means of septic tanks; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. a. The entire site is currently served by a single 1-%z-inch water service on 63rtl Avenue NE that is being charged for only one unit. There appears to be at least 4 units, including the CUZ office, T&E, the CUZ accounting building and a caretakers unit, on the site. 6. Criteria for Approval of an Acolicaticn and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Department of Planning and Community Development is required to review for compliance the following criteria before an application can be approved. F:IHOME1Kris\1VIN-00-010 Cuz Concrete-DR\Cuz PermiLdoc yjp;5/15/00 Page 3 of 5 r a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. VI. CONCLUSIONS 1. The proposed construction as noted and conditioned is consistent with the City of Arlington Comprehensive Plan and is allowed in the Industrial zone. 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. CVII- DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. Prior to issuance of a building permit, the applicant shall file a final site and construction plans, meeting the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code and Uniform Fire Code, including spacing and placement of the fire hydrants that will be required as part of the proposed addition. 2. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area, which is 7,140 square feet, for a total of $1,335.18; and park mitigation fees to the City of Arlington at $0.05 per square foot of new building which is 7,140 square feet, for a total of$357.00. 3. The new building area will be required to meet all current Department of Ecology (DOE) requirements per the storm water manual. Prior to issuance of a building permit, the developer shall submit NPDES approval from the DOE. 4. The requirements of the discharge permit (WWDP) that Cuz Concrete is currently obtaining from the DOE shall be included in the building permit submittal for this addition. The applicant shall show that the proposed addition will satisfy the agreement being negotiated with DOE. FAH0ME\Kris\MN-00-010 Cuz Concrete-OR\Cuz Perrnitdoc yjp;5/15/00 Page 4 of 5 5. Prior to issuance of a building permit, the applicant will submit information on the wash down facility that is shown on the plans and will identify how that water is handled and disposed of. 6. Prior to occupancy of the proposed addition, the entire facility shall connect to the sanitary sewer. Sanitary sewer service is available along 671h Avenue NE and connections of existing facilities are required. 7. Prior to issuance of a building permit, the applicant shall submit plans showing all existing water and sewer connections and plans for the site. If adequate water and sewer is not provided, or illegal connections have been made, the applicant shall be responsible to submit any additional information, pay any required connection fees, meet all code requirements, and update all accounts. Contact Karen Latimer at 360.403.3505. 8. Prior to issuance of a Building Permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 9. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. EXHIBITS 1. File MN-00-010 2. Approved Preliminary Site Plan received March 2, 2000 ORDERED THIS 15TH DAY OF MAY 2000. Cliff trong, laps ng Manager Re onsible icial Distributed t th Following Party of Record: Cuz Concrete Products, Inc c/o Wayne Zachry 19604 67t'Avenue NE Arlington, WA 98223 FAH0ME1Kris1MN-00-010 Cuz Concrete-DR1Cuz PenniLdoc yjp;5/18/00 Page 5 of 5 IV o1eN17U y-IO AI jo oaOZ 9- d3S 99VNIVN(3 I1N9N T— . . -7 — . . — . . ` ;IN 3nNDAV H1. L) (1V9 OSlU 9? 1V21V 21�1NV'Id N lv?11'rdNl 211vd�?J i I�v9 000" Z) 9O 9M1Nn0OOv 2101V21 d �5 ?�31 V?Jl zm 21�1VAN/�110 N/A100- V/)1 5213JIv1�iV�. 1N V`�NVINOO/ M L Fi -uo oasn 1Na?AI iN OW a�HS ��JV?J015 9 ;1 H V O :L G i JnQ. Ov; Q .......... :I d 121A Boob 1N9A5V9 99WloiG and 1OnooN.1 43AVd . ........ I �I a9vn>Iv�o I .............iJl+ is-APKI al•loaNNoo ................. ......................................... 63?V'ld 4) (sg?V1d +.91' N 3d�ll N 1V?Jl'YdIV A? �? NIV214 d00?J vw d00?! N Illaab' 'AOX1 .a NOIlOnoo�w x09 9NIlil341/9? Imo illVA 3 >Nvl OIldgG ADXA ..................................... FT 715VO 9? ❑ N�10HNVA (: I 531V99?J�J9V7 AW = ........ dWnd 97 9? ............................G".OOOE - Z): 5 ❑ 0 N��bOS ; >1V1: � :..1. a ..................:.........:.... ,11� 0 . � - f�'. � - - �: �� ., N011��� NIGV Q H9iV9 it 'U" A7 s ')nd .9 ?JOl d?J�d�S �/�d .9 NIV?ld 9NI151.X;l ?J;Iivm / 110 01 l0INN0') 1�'INI -� 1�'11f10 gang Ol �1V?J9 9 gWV?Jd .bZ X.BI-/ DIMNN DO -111 ill 1� ill N N - - N U� 22 � 11 -I 1I f 7C1 z _ D o z rn 0 0 1 0 0 C I� GN ;7a o O N : : LID SLAB •. F"LO'... ...................................... \ Ry MANH RODU TION ❑ A5-r- L AGGREGATES FKODUGT STORAGE xER SEPTIG TANK 4 VAULT PRODUGTION PROP. ADDITI o ........................................ / PRODUCT :STORAGE :.. ......................................... ................., .......... ....: I: ........ , PAVED rROCMJG.T STORAGE EASMENT• (50 FEET) I. .... STORAGE SHED FIl PRODIJGT :STORAGE AG w/GONTAINMENT .............. I ; \ ED\ OIL G TA 5 ASDOW NE-WAL T4E REPAIR R .......... I I I: .............................. .................... PLANTER GAS METER 67 TH AVENUE NE - `-- - NATURAL GX5 VE r TE E:1,11-IOW 4 GOMPUTER9 SEP - 6 WATER 2000 ELEGTRIGAL CITY OF ARLINGTL, M.T.C. Materials Testing & Consulting, Inc. S 2 2001 Rc uort#F 0389 FIELD REPORT Materials Testing &Consulting, Inc. FILE NO.: C Misc. 777 Chrysler Drive DATE: February 12, 2001 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Pre-Cast Building Fax: (360) 755-1980 ADDRESS: 19604 67th Ave NE CITY: Arlington,WA. CLIENT: Cuz Concrete Products ENGINEER: ATTN: Alen Zachry ARCHITECT: ADDRESS: 19604 67th Ave. NE _ CONTRACTOR: Cuz Concrete PERMIT NO.: BLD 00-4234 Time: AM Temp: Arrived at the job site as requested to visually inspect the torguleing of the A325 bolts that were tightened using the turn of the nut method. All bolts were tightened and accepted per codes and plans that pertain to this project. REPORTED BY: Jim Lucerne, WABO Inspector REVIEWED BY: Niall Hackett, Technical Directo DISTRIBUTION: original: Client cc: cc: cc: cc: cc: All res-Ils apply Duly to acluaI locations uud nlmerials Iesled- As a mutual protection to climes.the public and ow selves.all Iepons are submi-ed as the co-fidemial properly of611111.and a-IIlorirution for publicaliou ofslaLeirenes.conclusions or estl aces from or regarding our reports is reserved pending-nr wriltcu approval 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev 10/00 � f� 1 rah o � � M.T.C. Materials Testing & Consulting, Inc. 0 3 w3) Report#F FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 777 Chrysler Drive DATE: 'q- /Z - ;P-r� Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: • r��s7 ! 7 Fax: (360) 755-1980 ADDRESS: _ CITY: CLIENT: 2L ENGINEER: ATTN: /,,- /-, Z i'/ t ARCHITECT: ADDRESS: CONTRACTOR: PERMIT NO.: z>>,;�, c5 c> -W ,mil 22 Gig Time: yip! Temp: _ 1 �-?/'.,�'.� ll�i. c` N T 7�i r' .-T� h �'l 7rE' .�� :=-�rr�JI�:'r I r_•ll 7—:, U/ _- l'�•�'/�� QC 1 \ JRM16S C. LUCERNE / r REPORTED BY: � -_ ;�i'_�•• C'�. � :• r� REVIEWED BY: fi DISTRIBUTION: original: cc: cc: cc: cc: cc: All results apply only io anuaI locations and mmciials tested Asa mutual protection to clients.the public and ourselves.all reports are subutittcd as We confidewiul property of clients.and audmrianIion for publication Ofstatcwents.conclusions of extracts fraw or regarding our repurls is reserved pcuding our written approval. 1710 Midway Court • Centralia,Wa.98531 lit Phone(360)330-7926 • Fax(360)330-7946 Rev 10/00 C �r - _ ■ I I ■ ; _ ■ M Lmr ■ ' ■ ■ ■ r - OIL - ■ - - - LE %�&EM06mm� mm�&m 0 ■ ■ ■ I ■ L LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (425) 776-6018 Date:01-22-2001 TO: CUZ CONCRETE PRODUCTS SUBJECT: Precasting Factory Job Number:3529 Reference:Approved Drawings To Whom It May Concern: Anchor bolt tighten for the column to footing connection: 150 to 175 foot lbs as measured with a torque wrench Respectfully Lloyd F. Quatier F U 0191 'Tr jUmft 1/26/� LLOYD F. QUATIER AND ASSOCIATES S CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (425) 776-6018 6ate:12-01-2000 TO: CUZ CONCRETE PRODUCTS SUBJECT: Precasting Factory Job Number:3529 � 4 ado Reference. Drawings Dated 01 O 5-2000 attached To Whom It May Concern: Drawings revised for 10 ton crane,deta,il #1:footings are 51-6x5'-6x12" with 5 #7 each way. Respectfully Lloyd F. Quatier C) s ONAI. EXPIRES 1 26 0/ 12/01/00 11:32 FAX 425 776 4717 Fr:LLOYD QUATIER CUZ CONCRETE 1001 LLOYD F. QUATIER AND ASSOCIATES CONSULTING ENGINEERS 9614-214TH PLACE SW Edmonds, Washington 98020 Telephone (425) 776-6018 Date:12-01-2000 TO: CUZ CONCRETE PRODUCTS SUBJECT: Precasting Factory Job Number:3529 Reference: Drawings Dated 0.1-05-2000 attached To Whom it May Concern: Drawings revised for 10 ton crane,detail #l:footings are 5'-6x5'-6x12" with 5 #7 each way. Respectfully Lloyd F. Quatier T. Q UqA 10661 M'fRES 1-!� _ - � � I I .. � _ V �..b 19604 - 67th Avenue NE Arlington, WA 98223 OCT 31 2000 Telephone (360) 435-5531 • Fax (360) 435-8134 1-800-659-1941 Septic Tanks •Vaults• Manholes Catch Basins• Pipe �e °'l d.AS' '°�a 9.,i3�c a (v October 31,2000 City of Arlington Dept. of Planning 235 N. Olympic Ave. Arlington,WA 98223 Re: Washdown Facility To Whom It May Concern: The washdown area is used primarily as a truck wash area for our delivery and service vehicles. Its secondary use is for steam cleaning trucks or equipment that is being brought into T&E Repair for repairs or maintenance. The runoff from the washdown area is diverted into 2—2000 gallon oil-water separators that are serviced approximately twice a year. When servicing is required the waste is taken to Northwest Environmental in Seattle for disposal. The washdown facility is covered under our NPDES permit that requires the testing of the washdown runoff to be tested monthly. Sincerely, Wayne D.Zachry President Mission Statement To grow, with integrity, as an industry leader and provide a safe and enjoyable atmosphere in which our employees will prosper as they strive to provide quality products and services to our customers. To: Dave Anderson OCT 31 2000 From Terry Castle CITY OF ARLNGTON 0-C) - L4 3� Date: 10-31-00 Subject: Cuz Concrete Products Building Permit MN-00-010 Dave: The owners of the property on which the above building permit is being applied for have agreed to do certain utility improvements in conjunction with the above project. The improvements are conceptually depicted on the attached drawing. Prior to the actual construction beginning drawings will be submitted and must have prior approval of the City Engineer. The improvements include the connection of all existing and new buildings to City of Arlington public water and sanitary sewer systems. There will be additional fire hydrants required and sanitary sewer and water extensions. The conditions are generally specified under item VII of the Minor Development Permit dated May 15, 2000#MN-00-010. The extension of utilities, connection to those utilities and the payment of utility connection fees shall occur prior to the construction of 67`b Avenue N.E. by the City of Arlington, but in no case shall the improvements be constructed and fees paid later than 11-1-01 (November 1,2001) Glen Zachary, Owner Wayne Zachary, Owner W o � Terry Castle City of Arlington �\�s�A �o Utilities Supt. /d :-Tye V •. wow ' 1 \ \ �r,y 0 ��1 OCT 3 1 2000 To:Dave Anderson Cirl' OF ARLli G fU i From: Terry Castle _ `�t , 13, f Date: 10-3 1-00 �[ Subject: Cuz Concrete Products Building Permit MN-00-010 Dave: The owners of the property on which the above building permit is being applied for have agreed to do certain utility improvements in conjunction with the above project. The improvements are conceptually depicted on the attached drawing. Prior to the actual construction beginning drawings will be submitted and must have prior approval of the City Engineer. The improvements include the connection of all existing and new buildings to City of Arlington public water and sanitary sewer systems. There will be additional fire hydrants required and sanitary sewer and water extensions. The conditions are generally specified under item VII of the Minor Development Permit dated May 15, 2000#MN-00-010. The extension of utilities, connection to those utilities and the payment of utility connection fees shall occur prior to the construction of 67`b Avenue N.E. by the City of Arlington,but in no case shall the improvements be constructed and fees paid later than 11-1-01 (November 1, 2001) Glen Zachary, Owner ,A�C Wayne Zachary, Owner Terry Castle City of Arlington sVIA Utilities Supt. J �D 3�0� +�r 0 �� N "I'Arp a m � _ x c� Y STATE OF WASHINGTON DEPARTMENT OF ECOLOGY Northwest Regional Office, 3190 - 160th Ave S.E. Hellevae, Washington 98008-54,52 (425) 649-7000 October 27, 2000 CERTIFIED MAIL 7099 3400 0002 6288 5865 Mr. Wayne D. Zachry Cuz Concrete Products, Inc. 19604 — 67`h Avenue NE Arlington, WA 98223-8769 Dear Mr. Zachry: RE: Coverage Under The Sand And Gravel General Permit Cuz Concrete Products, Inc.; WAG 50-3338 An application for coverage under the Sand and Gravel General Permit for the facility referenced above was received by the Department of Ecology on June 30, 2000. Based upon the information in the application, it has been determined that your facility is eligible for coverage under the general permit. This NPDES general permit satisfies the requirements of both State and Federal laws. Enclosed is your Waste Discharge Permit No. WAG 50-3338 which has been issued in accordance with Chapter 90.48 RCW, as amended, and the Federal Water Pollution Control Act, as amended. Also enclosed is the Fact Sheet and a supply of Discharge Monitoring Report (DMR) forms for your use in accordance with the conditions stated in the permit. Discharge Monitoring Reports (DMRs) must be submitted quarterly. Coverage under this permit is only for those discharges specified on the permit cover sheet. Please review the coverage sheet carefully to ensure it accurately reflects the wastewater discharges at the covered facility. The Department of Ecology, in response to the passage of Initiative 97 in 1988, has adopted a regulation to recover costs associated with the issuance and administration of Wastewater Discharge Permits (Chapter 173-224 WAC). The annual fee for both industrial and municipal/domestic dischargers is computed based on the permit fee schedules contained in that regulation. The Department shall notify permit holders of fee charges by mailed billing statements. Failure to pay the applicable permit fee may result in the suspension or revocation of the permit, and could result in the issuance of civil penalties or actions to enjoin the activity under-the permit. Please contact Bev Poston at (425)407-6425 with any fee related questions. �: I Mr. Wayne D. Zachry Cuz Concrete Products, Inc. Page 2 October 27, 2000 Pursuant to the provisions of Chapter 43.21B RCW and Chapter 173-226 WAC, any person who objects to the terms and conditions of this general permit as it applies to coverage for an individual discharger may file an appeal of that coverage, as specified above, within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of this general permit coverage of an individual discharger is limited to the general permit's applicability or non-applicability to that same discharger. Appeal of this permit coverage of an individual discharger shall not affect any other individual dischargers. If the terms and conditions of this general permit are found to be inapplicable to any discharger(s), the matter shall be remanded to the Department for consideration of issuance of an individual permit or permits. Application for renewal of the enclosed permit must be filed with this Department at least 180 days prior to the expiration date of this permit. Please send any correspondence regarding this permit (including any required Discharge Monitoring Reports (DMR) and submittals) to the following address: Washington State Department of Ecology Northwest Regional Office Attn: Permit Coordinator 3190 160th Avenue SE Bellevue, WA 98008-5452 Thank you for your cooperation and the time and effort you put into completing your application. If you have any questions, please contact John Drabek at (425) 649-7293 or e-mail at dra461@ecy.wa.gov. Sincerely, ohn H. Gl Water Quality Manager Northwest Regional Office Enclosures cc: Bev Poston, Permit Fee Unit John Drabek, Permit Manager Chris Smith, WPLCS Central Files: Cuz Concrete Products, Inc.;WAG 50-3338 i KeTl• • J • 1, JL , 1 19604 - 67th Avenue NE Arlington, WA 98223 Telephone (360) 435-5531 • Fax (360) 435-8134 1-800-659-1941 Septic Tanks•Vaults• Manholes• Catch Basins• Pipe July 28, 2000 City of Arlington Department of Community Deve r� 238 North Olympic Arlington, WA 98223 Re: Building Permit and Discha To Whom It May Concern: Per the Department of Ecology, requirements prior to issuance o This letter is to notify you that ( requirements prior to this issuar.,._. Sincerely, Wayne D. Zachry President RECEIVED SEP " 6 2000 CITY OF ARLINGION CT , 423q /�1�SfO1T Ci fllGlL 'Tor 0 'i4,'L TJltN�7i fs 5 i FL lfiS�LGS27"57 f[Qfi '" CS?LG j3!)V1Cl i til iY C�tTf f'P17C.va&"- ailr2()Si/EL2P'C in A�3LtfL our €:`?7 fvlove r, wi.1f T"n,)Tn- -,5 the y 57.7wr to lmwale giwill# �i7Yll�.'-.I RS ivwQ servia,5 to our custoYIFPt'. NOID vnad:10 uiO OOOZ 9 - d3S �Vaauo� tam (33Al303a - � 3N QnN;IhV Hi L9 �- (--- ....................-.— _...... - _ J ?J31�W .............. SV9 -� .................... ��l \ 9NI1Zno')oV NA10(3HGV AD-W S Wl 1 11069 11 a9HSJV?J015 tool I 1N3W5V3 37VNo1cj �Id I ................. 101 1WXJ ODAVd I . ........ ...... ...... : ...................................... .................... _ o _ ' Illaa`d '�J0�1�1 NOIlonao.)u n,M 1'InVA 4 )INV1 71 A94; = I ggv,, 101G 1Dnoo, N3Xwu ........................................ ❑ Nou-3n=w �1V929V SV 2'I0HNVW I ................................... I art ' � �,il w Y c 19604 - 67th Avenue NE Arlington, WA 98223 Telephone (360) 435-5531 • Fax (360) 435-8134 1-800-659-1941 Septic Tanks•Vaults • Manholes• Catch Basins • Pipe July 28, 2000 City of Arlington Department of Community Development 238 North Olympic Arlington, WA 98223 Re: Building Permit and Discharge Permit To Whom It May Concern: Per the Department of Ecology we are to be in compliance with all NPDES and WWDP requirements prior to issuance of the above referenced permits. This letter is to notify you that Cuz Concrete Products, Inc. will be in compliance with all requirements prior to this issuance. Sincerely, Wayne D. Zachry President RECEIVED SEP - 6 2000 CITY OF ARLINGTON 0-0 - y a 3Ll :U2.Won .Stairmen.t rib Fjroty, x itk CI€ur7.tyi as an insA44 n, f°.a&r C(?Id ruvv1'de a safe and ecjc)iabfe att-w57 pfxrc 04 Whkh our ergli"Yvees wiff pntTer as t6tq strive u) provide: q ialitu products mid se;vr;; to our izr�tom�xs. e ....:............................ hEETTLN(i SCREEN a ;TANK5: i I :(2 - 3000'GAU).............................. LID SLAB R F ORAF�J G G9n G6� PUMP MANHOLE C,DRY AGGREGATES PRODUCTION GB MIXER 0 i PRODUGT STORAGEKOOF . ............. .. .. . ., 01,1 Q: 5EPTIG TANK 4 VAULT d/SETTLING BOX PRODUCTION PROP. ADDITION ROOF DRAN ....... ROOF DRA = GB GB GB N Of'1AT TYPE 1 48'* PLAGESI (3 PLAGE5 ................ GONNEGT•TO•EX5I5TN& .............�•: DRANAGE. I. PRODUGTSTORAGE �= ............................: .......... :.......... . .............. PAVED PRODUGT PUP STORAGE EA5MENT '(50 FEET) ROOF WEL g, P i WILL STORAGE SHED FUEL f fZODUGT :STORAGE G ;zA : /GONTANMENT ' USED DO L r/G NTAN T GAP.ETAKERS WASHDOWN OIL/WATER GUZ TRAILER 5E ARATOR AGGOUNTING GET (� (2 2000 GAJ) EP NFILTRAT N : GBH" KGB REPAIR FE-D (7351cf: PLANTER GB AT- GB 5EPA PARAT (750 GAL) ................ .-- ........_......... - - G GB GB 67 TH AVENUE NE RECEIVED NEW DRAINAGE SEP - 6 2000 CITY OF ARLINGTON �. �: � i ,._ ' � i ��,x' ,,I I�} � t fti���d �;'1'Yi-�_ PLAN 18'x 24 FRAME 4 GRATE ADJUST TO GRADE OUTLET INLET OIL / WATER EX TGONNE�NGTDRAIN 6' PVG ° SEPERATOR 6' PVG �t I' Min. 5'4' Mn f� 4' W. TYPE II GATGH DASIN (TYP.) SPGTION i 0 s LL � z LLJ o O o - z Q o = o = o Q - � -T N a LL z N �= o N 1l1-' lll_ City of Arlington Building Dept / /� FIRE DEPARTMENT CHECKLIST PERMIT Lf DATE: Oa NAME: 0.u z_ �r� r/�� le., ADDRESS: { (Q��f C�J� o 4,-e� LEGAL: /,5'�I D Sl 7 M I 000 2--- /U�nzr•P.c•� BUILDING USE: OCCUPANCY CLASSIFICATION: A B E !" F1 H r 1 1 2 12.1131 4 1 1 2 2 1 1 2 1 3 1 4 1 5 6 7 u I M R S U 1.1 1 1.2 1 2 3 1 17 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE- N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed Signature & Date: Site Plan: Approved LX1 Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers:- ,� Hydrant: # of hydrants required: Location of Hydrant: 41 fi' .rJc Location of Knox Box: -� I Location of Fire Extinquishers: • f - A - - �Y Fire Flow requirements: UOU OCT - 4 2000 I ) Location of address on building: t�N FIRE DEPT: r"- _ Date: )1 " 6 v igm re Bui ld\form\fdcheckl ist y r• II 1 I 1 - • I - r I �•, � I I I I t� - I r'~ ) City of Arlington Building Dept L FIRE DEPARTMENTE CHCKLIST qPERMIT # �3 1 DATE: NAME: 0,12 7 lv I")/7 P./e, ADDRESS:1 2 (4Q``f" LEGAL: BUILDING USE: G OCCUPANCY CLASSIFICATION: A B E F H 1 2 12.1131 4 1 1 2 3 1A 2 1 1 2 1 3 1 4 1 5 1 6 1 7 v I M R. S U 1.1 1 1.2 F2T3 1 1 3 1 2 1 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE- N` ONE-HOUR N H.T. ONE-HOURTN Item inspected&completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature - Build\form\fdchecklist JL. -aM-34w 4 ' i ■, h■ ■1+ .i r a 'ir■ �1} ■ 191 `l UIL.' "i�IL 1 LI hr. Uff r � L 7 J y _ � ._■ — y M —W— ■ Los. vry ■ tiJO Mill 1 ,N 1 I. 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