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0040 REAR HIGHLAND AVENUE - BPA-16-550 -7rS The Commonwealth of Massachusetts Department of Public Safety Massachusetts State Building Code(780 CMR) O Building Permit Application for any Building other than a One-or Two-Family Dwelling (This Section For Official Use Only) n Building Permit Number: Date Applied: Building Official: t SECTION 1:LOCATION(Please indicate Block#and Lot#for locations for which a street address is not avPable), ,9 40R Highland Avenue Salem 01970 -ay +-int7 C7, No.and Street City/Town Zip Code Name of Building(if applic, 1 ) Xfz SECTION 2:PROPOSED WORK F Edition of MA State Code used If New Construction check here❑or check all that apply in the two ro4Pbelov Existing Building❑ Repair❑ 1 Alteration ❑ 1 Addition❑ 1 Demolition ❑ (Please fill out and submit Appei8 .px 1) Change of Use ❑ Change of Occupancy ❑ Other IN Specify:Eligible Facilities Request Are building plans and/or construction documents being supplied as part of this permit application? Yes M No ❑ Is an Independent Structural Engineering Peer Review required? Yes ❑ No P9 Brief Description of Proposed Work: Verizon proposes to install wireless telecommunication equipment on the rooftop at 40 Highland Avenue, as further detailed on the attached Plans. Antennas and supporting equipment will be house on the rooftop on a steel platform. SECTION 3:COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATION,ADDITION,OR CHANGE IN USE OR OCCUPANCY - Check here if an Existing Building Investigation and Evaluation is enclosed(See 780 CMR 34) ❑ Existing Use Group(s): IProposed Use Group(s): SECTION 4:BUILDING HEIGHT AND AREA Existing Proposed No.of Floors/Stories(include basement levels)&Area Per Floor(sq.ft.) NO CHA GE TO H IGHT/ARE Total Area(sq.ft.)and Total Height(ft.) SECTION 5:USE GROUP(Check as applicable) A: Assembly A-1❑ A-2❑ Nightclub ❑ A-3 ❑ A4❑ A-5❑ 1 B: Business ❑ E: Educational ❑ F: Facto F-1 ❑ F2❑ H., High Hazard H-1❑ H-2❑ H-3 ❑ H-4❑ H-5❑ 1: Institutional I-1 ❑ I-2❑ I-3❑ I-4❑ M: Mercantile❑ R: Residential R-1❑ R-2❑ R-3❑ R-4❑ S: Storage S-1 ❑ S-2❑ U: Utility❑ 1 Special Use IN and please describe below: Special Use: Wireless telecommunications equipment/Eligible Facilities Request SECTION 6:CONSTRUCTION TYPE(Check as applicable) IA ❑ IB ❑ IIA ❑ IIB ❑ ) IIIA ❑ IIIB ❑ I IV ❑ 1 VA ❑ VB ❑ N/A SECTION 7:SITE INFORMATION(refer to 780 CMR 111.0 for details on each item) WaA NIA tery Supply: Flood Zone Information: Sewage Disposal: Trent Permit: Debris Removal: A trench will not be Licensed Disposal Site❑ Public❑ Check if outside Flood Zone❑ Indicate municipal❑ required❑or trench or specify: N/A Private❑ or indentify Zone: N/A or on site system❑ permit is enclosed❑ Railroad right-of-way: Hazards to Air Navigation: MA Historic Commission Review Process: Not Applicable IN Is Structure within airport approach area? Is their review completed? or Consent to Build enclosed❑ - Yes❑ or No IN Yes❑ No ❑ N/A SECTION 8:CONTENT OF CERTIFICATE OF OCCUPANCY Edition of Code: Use Group(s): Type of Construction: Occupant Load per Floor: Does the building contain an Sprinkler System?: Special Stipulations: SECTION 9: PROPERTY OWNER AUTHORIZATION Name and Address of Property Owner Fairweather Preservation Associates Limited Partnership 40R Highland Avenue Salem 01970 Name(Print) No.and Street City/Town Zip Property Owner Contact Information: Landlord Title Telephone No.(business) Telephone No. (cell) e-mail address If applicable,the property owner hereby authorizes McLane Middleton, P.A., as attorney for Verizon Wireless 900 Elm St. Manchester NH 03101 Name Street Address City/Town State Zip to act on the property owner's behalf,in all matters relative to work authorized by this building permit application. SECTION 10:CONSTRUCTION CONTROL(Please fill out Appendix 2) If building is less than 35,000 cu.ft.of enclosed space and/or not under Construction Control then check here 19 and skip Section 10.1 10.1 Registered Professional Responsible for Construction Control Name(Registrant) Telephone No. e-mail address Registration Number Street Address City/Town State Zip Discipline Expiration Date 10.2 General Contractor Structure Consulting Group Company Name Charles F.Webberly CS-078543 Name of Person Responsible for Construction License No. and Type if Applicable 49 Brattle Street Arlington MA 01845 Street Address City/Town State Zip 781 791 7724 cwebberly@structureconsulting.net Telephone No. usiness Telephone No. cell e-mail address SECTION 11:WORKERS'COMPENSATION INSURANCE AFFIDAVIT M.G.L.c.152.g 25C 6 A Workers'Compensation Insurance Affidavit from the MA Department of Industrial Accidents must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Is a signed Affidavit submitted with this application? Yes® No ❑ SECTION 12:CONSTRUCTION COSTS AND PERMIT FEE Item Estimated Costs:(Labor 325,000 and Materials) Total Construction Cost(from Item 6)=$ 1.Building $ $11 per$1,000 Building Permit Fee=Total Construction Cost x (Insert here 2.Electrical $ appropriate municipal factor)_$ 3,575 3.Plumbing $ 4.Mechanical (HVAC) $ Note:Minimum fee=$ WA (contact municipality) 5.Mechanical Other $ Enclose check payable to City of Salem, $3,575 6.Total Cost - $ 325,000 (contact municipality)and write check number here SECTION 13:SIGNATURE OF BUILDING PERMIT APPLICANT By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in this application is true and accurate to the best of my knowledge and understanding. Christopher Swiniarski, McLane Middleton, P.A. Attorney for Verizon Wireless 603 628 1322 05/16/2016 Please lep print and sign name Title Tehone No. Date 900 Elm Street Manchester NH 03101 Street Address City/Town /State Zip / Municipal Inspector to fill out this section upon application approval: -'""�"'I' �' �1 Name Date Appendix 1 For the demolition of structures the building permit applicant shall attest that utility and other service connections are properly addressed to ensure for public safety. Please fill in the information below and submit this appendix with the building permit application. The building permit applicant attests under the pains and penalties of perjury that the following is true and accurate. Property Location (Please indicate Block # and Lot# for locations for which a street address is not available) NO DEMOLITION No. and Street City/Town Zip Name of Building(if applicable) For the above described property the following action was taken: Water Shut Off? Yes ❑ No ❑ Provider notified and Release obtained? Yes ❑ No ❑ Gas Shut Off? Yes ❑ No ❑ Provider notified and Release obtained? Yes ❑ No ❑ Electricity Shut Off? Yes ❑ No ❑ Provider notified and Release obtained? Yes ❑ No ❑ Yes ❑ No ❑ Provider notified and Release obtained? Yes ❑ No ❑ Other (if applicable) Yes ❑ No ❑ Provider notified and Release obtained? Yes ❑ No ❑ Other (if applicable) Appendix 2 Construction Documents are required for structures that must comply with 780 CMR 107. The checklist below is a compilation of the documents that may be required for this. The applicant shall fill out the checklist and provide the contact information of the registered professionals responsible for the documents. This appendix is to be submitted with the building permit application. Checklist for Construction Documents* Mark"x"where applicable No. tem Submitted ncom fete Not Required 1 Architectural x 2 Foundation x 3 Structural X 4 Fire Suppression 5 Fire Alarm(may require repeaters) x 6 HVAC 7 Electrical X 8 Plumbing include local connections X 9 Gas Natural,Propane,Medical or other 10 Surveyed Site Plan Utilities,Wetland,etc. X 11 Specifications 12 Structural Peer Review 13 Structural Tests&Inspections Program 14 Fire Protection Narrative Report 15 Existing Building Survey/Investi ation X 16 Energy Conservation Report 17 Architectural Access Review 521 CMR X 18 Workers Compensation Insurance X 19 Hazardous Material Mitigation Documentation X 20 Other(Specify) Structural Analysis X 21 Other(Specify) Letter of Authorization X 22 Other(Specify) *Areas of Design or Construction for which plans are not complete at the time of application submittal must be identified herein.Work so identified must not be commenced until this application has been amended and the proposed construction document amendment has been approved by the authority having jurisdiction.Work started prior to approval may be subjected to triple the original permit fee. Registered Professional Contact Information Name(Registrant) Telephone No. e-mail address Registration Number Street.Address City/Town State Zip Discipline Expiration Date Name(Registrant) Telephone No. e-mail address Registration Number Street Address City/Town State Zi Discipline Expiration Date Name(Registrant) Telephone No. e-mail address Registration Number Discipline Expiration Date Street Address City/Town State Zip The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street,Suite 100 Boston, MA 02114-2017 www mass.gov/dia Workers'Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Leeibly Name(Business/Organization/Individual):Structure Consulting Group Address:49 Brattle St. City/State/Zip:Arlington, MA 02474 Phone#:781-791-7724 Are you an employer?Check the appropriate box: Type of project(required): 1.Q I am a employer with 50 employees(full and/or part-time).* 7. ❑New construction In 1 am a sole proprietor or partnership and have no employees working for me in 8. ❑Remodeling any capacity.[No workers'comp.insurance required.] 3.❑ m I a a homeowner doing all work myself.[No workers'comp.insurance required.] 9. El Demolition' 4.❑1 am a homeowner and will be hiring contactors to conduct all work on my property. 1 will 10❑Building addition ensure that all contractors either have workers"compensation insurance or are sole I I.❑Electrical repairs or additions proprietors with no employees. 12.E]Plumbing repairs or additions 5.0 1 am a general contractor and I have hired the sub-contractors listed on the attached sheer. These sub-contractors have employees and have workers'comp.insurance.- 13.E]Roof repairs fi.❑We are a corporation and its officers have exercised their right of exemption per MGL c. 14.0Other Telecom 152.§1(4),and we have no employees.[No workers'comp.insurance required.I *Any applicant that checks box NI most also fill out the section below showing their workers'compensation policy information. t Homeowners who subunit this affidavit indicating they are doing all work and then hire outside contractors most submit a new affidavit indicating such. :Contractors that check this box most attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they most provide their workers'comp.policy number. 7 am an employer that is providing workers'compensation insurancefor my employees. Below is the policy and job site information. Insurance Company Name:Twin City Fire Ins Co. Policy#or Self-ins.Lic.#:76 WEG GB2651 Expiration Date:1-3-17 Job Site Address: 40R Highland Avenue City/State/Zip: Salem, MA 01970 Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. /do hereby certify der the aius d5aldes ofperjury that the information provided above is true and correct Signature: 4&Z Date: 05/23/2016 Phone#:781-791-7724 Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: CHRISTOPHER A.S W INIARSKI Direct Dial:603.628.1322 C LANE Email:chris[ophe smiarskie Admitted inn NH MA NH anand MA 900 Elm Street,P.O.Box 326 MIDDLETON Manchester,NH 035-0326 T 603.62625. F 603.625.56505650 May 23, 2016 VIA OVERNIGHT DELIVERY Thomas St. Pierre, Inspectional Services Director Salem City Hall 93 Washington Street Salem, MA 01970 Re: Application for Eligible Facilities Request allowed by Right Under Federal Law Applicant: Cellco Partnership, d/b/a Verizon Wireless Property: 40R Highland Avenue, Salem, MA 01970 Parcel ID: 25-0019-0 Greetings Mr. St. Pierre: INTRODUCTION The purpose of this letter is to deliver the enclosed Eligible Facilities Request (as defined below), building permit application, and supporting materials (the"Application") on behalf of our client, Cellco Partnership d/b/a Verizon Wireless ("Verizon"). The Application is for a building permit and all permits necessary to allow Verizon to collocate additional wireless communications equipment (the "Facility") on the existing facility located at 40R Highland Avenue, Salem, MA (the "Property"). Time is of the essence of this application, as federal law deems this application granted sixty (60) days after the date submission, as further explained below and with the materials included herewith. We recognize that Section 3.1.3 of the Salem City Zoning Bylaws ("SZB") expressly requires the issuance of a Special Permit from the Planning Board for wireless communication facilities. Recent federal law, however, preempts those requirements for an "eligible facilities request" that does not result in a substantial change to an existing telecommunications facility or base station. The law first appeared in Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012 (also known as the "JOBS Act" or the "Spectrum Act'). More recently, the Federal Communications Commission issued ruling No. 14-153 dated October 17, 2014 (the "FCC McLane Middleton,Professional Association Manchester,Concord,Portsmouth,NH I Woburn,Boston,MA McLane.com 't°' may s 9+ .. •s'c^" a i 'Si+'1rf!`u+ a ° ?t e2Y -- road : MCL4NE MID DLETONi'PROFESSIONAL ASSOCIATION 114+t•` °y M P.O. BOX:326 M4 MANCHESTER NH 03'105 „ r �,,,*BANKOFAMERICA sf x 5/23/2016 ' � ,y* MANCHESTER N�1�03105=•- � < ;, `+ "'J � µ- . Pay: "Three thousand five hundred seventy-five and 00/100 $3,575 00 - o Pay To The City of Salem s Order ----` Of AUTHORIZED SIGNATURE ICI II' 20EI ? I Sn'. r0 i 1400495r: 'IN 9900 386 27u' City of Salem, Inspectional Services Director May 23, 2016 Page 2 Rule"), clarifying and implementing Section 6409. The FCC Rule is now codified at 47 C.F.R. § 1.40001 (the "Regulation"), which became effective earlier this year. A copy of the Regulation is enclosed for your convenience. Accordingly, we present with this application information sufficient for you to determine that the application is an eligible facilities request, along with information supporting issuance of the building permit. We are of course available to answer any additional questions you may have or to provide any additional information you may need. I. ENCLOSED MATERIALS In support of the foregoing request, enclosed please find the following materials and documents for your review and consideration: Application for Replacement of Telecommunication Equipment Materials 1. Building Permit Application; 2. $3,575.00 check made payable to the City of Salem for the Application fee; 3. 11" x 17" stamped plan set depicting the Facility; 4. Workers' Compensation Insurance Affidavit; 5. Structural Analysis; 6. Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, codified at 47 U.S.0 § 1455(a); 7. 47 C.F.R. § 1.40001, which implements Section 6409 and the FCC Rule; 8. Municipal Client Memorandum entitled"New FCC Rule Impacting Proposed Modifications to Wireless Facilities," prepared by the law firm of Kopelman and Paige, P.C. for the 2015 Massachusetts Municipal Association Annual Meeting; and 9. June 12, 2013, opinion of the Office of the Attorney General of the Commonwealth of Massachusetts advising the City of Mount Washington, Massachusetts, of the impact of section 6409 on municipal treatment of eligible facilities requests and advising the municipality that any discretionary review is prohibited by federal law. City of Salem, Inspectional Services Director May 23, 2016 Page 3 II. PROJECT DESCRIPTION SUMMARY The proposed Facility will consist of antenna, remote radio heads,junction box and other appurtenant equipment on the rooftop at 40R Highland Avenue, which is an existing facility, all as shown on the plans included herewith. With the proposed facility, Verizon is able to provide improved wireless service to the community in Salem with no impact on utilities, schools, or traffic. No water, sewer, or other municipal services are required, and all equipment will comply with applicable FCC standards and regulations. III. SECTION 6409 REQUIRES APPROVAL OF VERIZON'S APPLICATION Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012 (the "Act"), which became federal law on February 22, 2012, as detailed below, clearly encompasses Verizon's proposal to collocate the Facility on the Property. Section 6409 (February 2012) Section 6409 of the Act requires that municipalities streamline permitting for wireless facility collocation projects. A copy of the text of this statute is enclosed for ease of reference. Pursuant to this statute, a local authority "may not deny and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." An "eligible facilities request' is defined as any request for modification to an existing wireless tower or base station that involves: (1) collocation of new transmission equipment; (2) removal of transmission equipment; or(3) replacement of transmission equipment. See 47 C.F.R. § 1.40001(b)(3). Verizon's Application concerns the collocation of new transmission equipment at an existing base station. FCC Order and Regulation (Issued October 2014; Effective April 2015) Section 6409 requires approval of Verizon's Application within sixty(60) days of filing, because it is an "eligible facilities request" that does not "substantially change the physical dimensions" of the existing"base station". The FCC Order and Regulation provide numerous clarifying definitions to assist stakeholders —such as wireless carriers and municipal regulators—to comply with the federal law. A review of the definitions of several relevant terms —base station, site, eligible facilities request, collocation, eligible support structure, transmission equipment, and substantially change—is instructive in this analysis: City of Salem, Inspectional Services Director May 23, 2016 Page 4 • Base Station. As defined by the Regulations, a"base station generally consists of radio transceivers, antennas, coaxial cable, a regular and backup power supply, or other associated electronics." • Site. For towers that are not in public rights-of-way, the "site" extends to the"current boundaries of the leased or owned property surrounding the tower." 47 C.F.R. § 1.40001(b)(6). • Eligible Facilities Request. The definition of an "eligible facilities request' under Section 6409(a)(2) of the Act includes any request to collocate new transmission equipment on an existing wireless tower or base station. See 47 C.F.R. § 1.40001(b)(3). As set forth above, the Property currently hosts telecommunications equipment on the rooftop, and includes all components of a base station. The Facility, as a proposed collocation of additional telecommunications equipment at the "site," is therefore an eligible facilities request under Section 6409. • Collocation. The term "collocation" refers to the "mounting or installation of transmission equipment on an eligible support structure for the purpose of transmitting and/or receiving radio frequency signals for communications purposes." See 47 C.F.R. § 1.40001(b)(2). The base station in question is currently in service and fully capable of supporting the antennae proposed by Verizon. • Eligible Support Structure. The term "eligible support structure" includes "any tower or base station...existing at the time the relevant application is filed with the...local government." See 47 C.F.R. § 1.40001(b)(4). The base station in question is currently in service and supports the equipment of other wireless carriers. Therefore, the existing base station constitutes an eligible support structure. • Transmission Equipment. The term"transmission equipment' is defined as any equipment that facilitates "Commission-licensed or authorized wireless communication service, including, but not limited to, radio receivers, antennas, coaxial or fiber-optic cable, and regular and back-up power supply." See 47 C.F.R. § 1.40001(b)(8). • Substantially Change the Physical Dimensions. The FCC Rule and resulting Regulation set forth objective standards for determining when a proposed modification does or does not"substantially change the physical dimensions" of an existing tower or base station. See FCC Rule¶¶188, et seq.; see also Municipal Client Memorandum entitled "New FCC Rule Impacting Proposed Modifications to Wireless Facilities" prepared by the law firm of Kopelman and Paige, P.C. for the 2015 Massachusetts Municipal Association Annual Meeting; 47 C.F.R. § 1.40001(b)(7). A modification substantially changes the physical dimensions of a tower or base station if it meets any of the following six criteria: City of Salem, Inspectional Services Director May 23, 2016 Page 5 1. For towers outside of public rights-of-way, it increases the height of the tower by more than 10%, or by the height of one additional antenna array with separation from the existing antenna not to exceed twenty feet; This criterion is inapplicable to Verizon's Application, because no tower is involved. 2. For towers outside of public rights-of-way, it protrudes from the edge of the tower more than twenty feet, or more than the width of the tower structure at the level of the appurtenance, whichever is greater; This criterion is inapplicable to Verizon's Application, because no tower is involved. 3. It involves installation of more than the standard number of new equipment cabinets for the technology involved, but not to exceed four cabinets; As shown on the enclosed Plans, the Facility includes only two (2) small additional cabinets. Therefore, under this criterion, the Facility does not represent a substantial change to the physical dimensions to the site. 4. It entails any excavation or deployment outside the current site of the tower or base station; Verizon's Application does not propose a substantial change under this criterion. 5. It would defeat the existing concealment elements of the tower or base station; or Verizon has designed the Facility to be completely consistent with the incumbent installation, as shown on the Plans included herewith, without defeating any existing concealment features. 6. It does not comply with conditions associated with prior approval of construction or modification of the tower or base station unless the non-compliance is due to an increase in height, increase in width, addition of cabinets, or new excavation does not exceed the corresponding "substantial change" thresholds set forth above. As set forth above and on the Plans, each of the foregoing criterion is inapplicable, and Verizon's proposed installation is consistent with conditions associated with prior approval of applications for special City of Salem, Inspectional Services Director May 23, 2016 Page 6 permits during the past five years. Therefore, under this criterion Verizon's Application does not propose a substantial change. Attorney General's Opinion (June 2013) On June 12, 2013, the Office of the Attorney General of Massachusetts provided municipalities with further guidance with respect to the applicability of Section 6409(a) for collocation requests in the Commonwealth of Massachusetts. This letter states, in relevant part, that the "Act's requirement that a local government `may not deny, and shall approve, any eligible facilities request'means that a request for a modification to an existing facility that does not substantially change the physical dimensions of the tower or base station must be approved. Such gualifyinp requests also cannot be subject to a discretionary special permit " (emphasis added). Moreover, this letter affirms the requirement under the federal Telecommunications Act of 1996, 47 U.S.C. § 332 (7)(13)(i)(I), that municipalities may not unreasonably discriminate among providers of functionally equivalent services. A copy of this letter is enclosed for your review. IV. SUMMARY In light of the foregoing and as illustrated on the enclosed Plans, the Facility proposed by Verizon in the Application is an "eligible facilities request" under Section 6409 that does not result in a"substantial change" to the existing"base station" at 40R Highland Avenue. Therefore, in accordance with state and federal law, the City of Salem is precluded from imposing a discretionary special permit review process, and must approve Verizon's proposal to install a wireless communications facility on the Property within the federally-prescribed approval period. The materials submitted and the discussion provided should enable you to determine that the Application represents an eligible facilities request. In addition, the enclosed materials satisfy the requirements for a building permit. Accordingly, Verizon respectfully requests that you issue such permit at your earliest opportunity. V. TIMING AND PROCESS In addition to requiring approval of eligible facilities request, the FCC Rule and Regulation also impose certain procedural requirements. Paragraphs 215 —216 of the FCC Rule and Section 1.40001(c)(2) of the Regulation provide for a 60-day period of review of applications for eligible facilities requests. If an application covered by Section 6409(a) has not been approved by a local government within 60 days from the date of filing, the reviewing authority will have violated Section 6409(a)'s mandate to approve and not deny the request, and the request will be deemed granted. City of Salem, Inspectional Services Director May 23, 2016 Page 7 The 60-day review period is subject to tolling in the event that the reviewing municipality informs the applicant in a timely manner that the application is incomplete. Under Paragraph 217 of the FCC Rule and Section 1.40001(c)(3)(i) of the Regulation, an initial determination of incompleteness tolls the running of the 60-day review period only if the local government provides notice to the applicant in writing within 30 days of the application's submission. Moreover, the Rule requires that any notice of incompleteness must clearly and specifically delineate the missing information in writing. Further, the municipality may only specify as missing information any supporting documents that are reasonably related to determining whether the request meets the requirements of Section 6409(a). Accordingly, we have provided the additional information as a matter of convenience, and reserve all rights relative to such requirements in the event of any subsequent exercise by Verizon of any and all remedies available under applicable law. Though we are hopeful that Verizon's Application will be approved and a building permit will be issued well ahead of the expiration of this statutory"shot clock," if the City fails to act on Verizon's completed Application within this time period, a deemed approval will result. If you should have any questions regarding this Application, please contact me directly. I recognize that there is a good deal of evolving law and regulation on this subject. As Kopelman and Paige acknowledge in their advisory for the 2015 MMA annual meeting, "[t]his is a complex and continuously developing area of the law." I would be pleased to meet with you and/or any of your colleagues, including your city counsel, to further discuss this Application and the Section 6409(a) analysis in person. Thank you for your assistance and attention to this matter. Sincer Christ her A. Swiniarski CSW: h 104685\10703894 STRUCTURAL ANALYSIS REPORT For SALEM 2 MA 40 Highland Avenue Salem, MA 01970 Antennas Mounted on Non-Penetrating Ballast Frames on Roof; Equipment Platform on the Roof IA?t m . 7 11 1 as a w Prepared for: verrzon 400 Friberg Parkway �AOF Westborough, MA 01581 o� EL oyG Dated: May 4. 2016 Prepared by FQrsT E� AL Hudson©o Design Group LLc 0 1600 Osgood Street Bldg.20N Suite 3090 North Andover, NIA 01845 (P)978.557.5553(F)978.336.5586 www.hudsondesignaroupllc.com Hudson©/D Design GroupucO / SCOPE OF WORK: Hudson Design Group LLC (HDG) has been authorized by Verizon to conduct a structural evaluation of the structure supporting the proposed equipment located in the areas depicted in the latest HDG construction drawings. This report represents this office's findings, conclusions and recommendations pertaining to the support of Verizon's proposed equipment. This office conducted an on-site visual survey of the above areas on July 31, 2015. CONCLUSION SUMMARY: Building plans prepared by George Earl Ross dated 12-4-67 were available and obtained for our use in preparing this structural analysis report. A limited visual survey of the structure was completed in or near the areas of the proposed work. Based on our evaluation, we have determined that the existing structure IS CAPABLE of supporting the proposed Verizon equipment. HDG did not perform a condition assessment of the roof structure. HDG is under the assumption that the roof has been constructed properly and is in good condition. ANALYSIS RESULTS SUMMARY • Roof Joists Under Ballast Sleds Location Controlling Required Provided Ratio(%) Pass/Fail Factor 161,15(Beta) Moment 289 in-kip 289 in-kip 89.1 PASS 16145(Gamma) Moment 457 in-kip 289 in-kip 72.5 PASS Roof Beams Location Controlling Factor Required Provided Ratio(%) Pass/Fall W18x50(2) Moment 93.950 ft-kip 181.437 ft-kip 93.1 PASS • Building Columns Under Equipment Platform Location Compressive Strength Axial Loading Ratio(%) Pass/Fail W10x122 619 kipF 414.952 kip 67 PASS Hudsoit* Design GroupL APPURTENANCES/EQUIPMENT CONFIGURATION: (12)Antennas (9) RRHs (6) Large Junction Box (1) CUBE-BB48E1 HN1 Power Cabinet(Wt. 2,650 lbs.) (1) CUBE-PM63912MC1 Equipment Cabinet(Wt. 700 lbs.) (1) PPC (Wt. 150lbs.) (1) Generator Hudson© D Design r G ou p O DESIGN CRITERIA: 1. Massachusetts State Building code, 8th edition and ASCE 7-05, Minimum Design Loads for Buildings and Other Structures. Wind Analysis: Reference Wind Speed: 110 mph (780 CMR 1604.10) Exposure Category: B (ASCE 7-05 Section 6.5.6.3) Roof: Ground Snow, Pg: 45 psf (780 CMR 1604.10) Occupancy Category: II (ASCE 7-05 Table 1-1) Importance Factor (I): 1.0 (ASCE 7-05 Table 7-4) Exposure Factor (Ce): 1.0 (Partially Exposed,Table 7-2) Thermal Factor (Cf): 1.0 (ASCE 7-05 Table 7-3) Calculated Flat Roof Snow Load: Pf=0.7"Ce'Ct"I'Pg: 31.5 psf (ASCE 7-05 Equation 7-1) 2. EIA/TIA -222- G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures City/Town: Salem County: Essex Wind Load: 1 10 mph 3. Approximate height above grade to the center of the antennas: 681_0"+/- i Hudson Design GroupucO EXISTING ROOF CONSTRUCTION: The existing roof construction appear to consist of a roofing membrane over rigid insulation over metal decking supported by a series of steel bar joists, steel beams and steel columns. ANTENNA/RRH SUPPORT RECOMMENDATIONS: • The new Alpha sector antennas and RRH's are proposed to be mounted on new pipe masts secured to new equipment platform. • The new Beta and Gamma sector antennas and RRH's are proposed to be mounted on new pipe masts secured to new non-penetrating ballast frames on the roof. • HDG recommends adhering rubber mats to the underside of the proposed ballast frames. EQUIPMENT SUPPORT RECOMMENDATIONS: The new equipment cabinets are proposed to be mounted on a new steel platform on the roof. HDG recommends installing the new steel platform directly over the building columns. Reference the latest HDG drawings for the equipment location and details. Limitations and Assumptions: 1. Reference the latest HDG drawings for all equipment locations and details. 2. Mount all equipment per manufacturer's specifications. 3. HDG is not responsible for any modifications completed prior to and hereafter which HDG was not directly involved. 4. All structural members and their connections are assumed to be in good condition and are free from defects with no deterioration to its member capacities. 5. If field conditions differ from what is assumed in this report, then the engineer of record is to be notified as soon as possible. 6. A condition assessment on the roof was not part of the scope of work. H • •' - G Rf . rz �j pLLC FIELD PHOTOS: Photo 1: Photo . . the existing roof. Photo 2: � x Mti 4�n-yG 1� r c L . o illustrating the existing roof. Hudson©��J/ Design Groupuc V Antenna Calculations Date: 05-04-2016 Project Name:SALEM 2 MA Project Number. oe Hudson Designed By: AA Checked By: MSC Design Group= b 2.6.5.2 Velocity Pressure Coeff: K,=2.01 (z/z.)2/° z= 68 (ft) zg 1200 (ft) K,= 0.885 a= 7.0 Kzmin<_ Kz<_2.01 Table 2-4 Exposure Zs a K:min K. B 1200 ft 7.0 0.70 0.9 C 900 ft 9.5 0.85 1.0 D 700 ft 11.5 1.03 1.1 2.6.6.4 Topographic Factor: Table 2-5 Topo.Category K, f 2 0.43 1.25 3 0.53 2.0 4 0.72 1.5 K:,= (1+(KQ K,/Kn)j 2 Kn=e(f•z/H) Krt= #DIV/01 Kh= #DIV/0! KQ 0 (from Table 2-4) (If Category 1 then Ku=1.0 Kt= 0 (from Table 2-5) _ f= 0 (from Table 2-5) Category= 1 z= 68 H= 0 (Ht. of the crest above surrounding terrain) Kn= 1.00 Date: 05-04-2016 Project Name:SALEM 2 MA Project Number: Hudson Designed By: AA Checked By: MSC Design Groupuc 2.6.7 Gust Effect Factor 2.6.7.1 Self Supporting Lattice Structures Gh= 1.0 Latticed Structures>600 ft Gh=0.85 Latticed Structures 450 ft or less G h =0.85+0.15 [h/150-3.0] h=ht.of structure h= 61 Gh= 0.85 2.6.7.2 Guyed Masts Gh= 0.85 2.6.7.3 Pole Structures Gh= 1.1 2.6.9Appurtenances Gh= 1.0 2.6.7.4 Structures Supported on Other Structures (Cantilivered tubular or latticed spines,pole,structures on buildings(ht. :width ratio>5) Gh= 1.35 Gh= 1.35 Date: 05-04-2016 Project Name:SALEM 2 MA Project Number: Hudson n�A Designed By: AA Checked By: MSC Design GIOUPttc V� 2.6.9.2 Design Wind Force on Appurtenances F= qz*Gh*(EPA)A q 0.00256*K,*K,t*Kd*Vmax2*1 K,= 0.885 KEt= 1.0 qz= 26.05 Kd= 0.95 Vmax= 110 1= 1.0 Table 2-2 Structure Type Wind Direction Probability Factor, Kd Latticed structures with triangular, square or 0.85 rectangular cross sections Tubular pole structures, latticed structures with other 0.95 cross sections,appurtenances Determine Cf: If lattice Structure See Manual If Tubular Pole Structure, Use Corrected Value from Table 2.7 Below C Round 18 Sided 16 Sided 12 Sided 8 Sided mph.ft <32 1.2 1.2 1.2 1.2 1.2 (Subcritical) 32 to 64 38.4/Cl" 25.B/Cl-885 12.6/Co.678 2.99/0.z68 1.2 (Transitional) >64 0.6 0.65 0.75 1 1.2 (Supercritical) C=(I*K:t*K,)°'s*V*D D = Outside diameter for rounds: 0.25 feet C= 25.87 Cf= 1.2 Date: 05-04-2016 Project Name:SALEM 2 MA Project Number: Hudson Designed By: AA Checked By:MSC Design Groupuc Determine Ca: Table 2-8 Force Coefficients(Ca)for Appurtenances Member Type Aspect Ratios 2.5 Aspect Ratio=7 Aspect Ratio z 25 Ca Ca Ca Flat 1.2 1.4 2.0 Round C<32 0.7 0.8 1.2 (Subcritical) 325C<_64 (Transitional) 3.76/(C0485) 3.37/(C°'415) 384/(C'1'0) C>64 (Supercritical) 0.5 0.6 0.6 Aspect Ratio is the overall length/width ratio in the plane normal to the wind direction. (Aspect ratio is independent of the spacing between support points of a linear appurtenance, and the section length considered to have uniform wind load). Note: Linear interpolation may be used for aspect ratios other than those shown. Appurtenances Height Width Death Flat Area Aspect Ca Force ibs Ratio X7C-FRO-660-V-04. 72.1 14.6 7.9 7.29 4.95 1.31 335 HBX-6517DS-VTM_02 74.9 6.5 3.3 3.38 11.52 1.55 184 9442 RRH 2O.0 10.5 10.0 1.46 1.90 1.20 62 RRH2x40-AWS(Shielded) 24.4 4.1 6.7 0.70 5.91 1.35 33 Junction Box(Shielded) 23.0 9.2 10.3 1.47 2.49 1.20 62 Date: 05-04-2016 Project Name: SALEM 2 MA Designed By: AA Checked By: MSC Hudson. Design Groupuc Check Antenna Frame: Item Wt.(Lbs.) Linear ff. gtV- Total(Lbs.) C10x25 25 66 1650.5 Antenna 31 2 62.0 Antenna 19 2 38.0 RRH 55 2 110.0 RRH 51 1 51.0 Junction Box 27 1 27.0 Steel Pipes 7.58 10 4 303.2 L3x3x3/8" 7.2 42 1 300.1 Rubber Mats 50 1 50.0 Miscellaneous 50 1 50.0 Total,TW_..., 2641.8 Area/Load: 2641.8 lbs. 10'x 12' 120 ft2 22.01 PSF Wind Loads: Item Lbs. G Total(Lbs.) Antenna &RRH 1195 1 1195 Total,T,.,,.. 1195 Check Overturning Moment:. Distance to Center of antenna, D(ft.) = 7 Overturning Safety Factor, D (ft.) = 1.5 Mo= Total Wind x D x SF = 12547.5lb.-ff. Date: 05-04-2016 Project Name: SALEM 2 MA Designed By: AA Checked By:-MSC Hudson Design Groupuc Check Frame Weight Requirements for Overturning: Centroid Distance, D. (ft.) = 5 Fw= Mo/Dc 2509.51bs. < 2641.801bs. O.K! Check Sliding: Friction Facto - 1.16 (Rubber on Rubber-Adhere rubber mats on the underside of the steel frame) Sliding= T,„/Friction Factor= =1 1030.17lbs. < 2641.801bs. O.K! Safety Facto - Total Wt./Sliding 2.6 O.KI Project:Salem 2 MA page Andres Agudelo / Location:Antenna Support Pipe(Beta&Gamma) � Hudson Design Group LLC Multi-Loaded Multi-Span Beam �.N441�r 1 1600 Osgood Street,Suite 2-101,Bldg.20N pr [20091ntemationai Building Code(AISC 13th Ed ASD)] North Andover, MA 01845 Pipe 3 Std.x 10.0 FT(6.5+3.5)/ASTM A53-GR.B Section Adequate By:37.2% StruCalc Version 8.0.113.0 5/5/2016 8:53:50 AM Controlling Factor.Deflection LOADING DIAGRAM DEFLECTIONS Left Center Live Load 0.41 IN 2U376 -0.02 IN U2180 Dead Load 0.06 in 0.00 in Total Load 0.47 IN 21J330 -0.02 IN U1944 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U240 REACTIONS A 8 Live Load 670 lb 0 lb Dead Load 109 lb -33 lb Total Load 779 lb -33 Ib f Uplift(1.5 F.S) 0 lb -368 lb Bearing Length 0.40 in 0.00 in 13EAM DATA Left Cen e ( s.sa - a.sft--- Span Length 6,5 ft 3.5 ft A� B Unbraced Length-Top 6.5 ft 3.5 It Unbraced Length-Bottom 6.5 It 3.5 ft STEEL PROPERTIES UNIFORM LOADS Lg_fl Centsr Pipe 3 Std.-A53-GR.B Uniform Live Load 0 pit 0 pit Uniform Dead Load 0 plf 0 plf Beam Self Weight 8 pit 8 pit Properties: Total Uniform Load 8 pit 8 pit Steel Yield Strength: Fy= 35 ksi Modulus of Elasticity: E= 29000 ksi POINT LOADS-LEFT SPAN Tube Steel Section(X Axis): dx= 3.5 in Load Number One. Tube Steel Section(Y Axis): dy= 3.5 in Live Load 335 lb Tube Steel Wall Thickness: t= 0.201 in Dead Load 0 It, Area: A= 2.08 in2 Location 3 ft Moment of Inertia(X Axis): Ix= 2.85 in4 Section Modulus(X Axis): Sx= 1.63 in3 Plastic Section Modulus: Z= 2.19 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 17.41 Allowable Flange Buckling Ratio: AFBR= 58 Allowable Flange Buckling Ratio non-compact:AFBR_NC= 256.86 Nominal Flexural Strength w/Safety Factor: Mn= 3825 ft-lb Controlling Equation: F8-1 Shear Buckling Stress Coefficient Eqn.G6-2a: For= 21 ksi Nominal Shear Strength w/Safety Factor: Vn= 13078 lb Controlling Moment: -1333 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 394 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reo'd Provided Moment of Inertia(deflection): 2.08 in4 2.85 in4 Moment: -1333 ft-lb 3825 fl-lb Shear. 394 lb 130781b NOTES Hudsoit* Design Group l Equipment Platform Calculations Date: 05-04-16 Proiect Name SALEM 2 MA Designed By: AA Checked By:_MSC Hudson . Design Group«c ``ttTT'' Wind Analysis 4 Equipment Cabinets (Worse Case) Reference Codes: -Massachusetts State Building Code,8"' Edition -International Building Code 2009(IBC 2009) -Minimum Design Loads for Buildings and Other Structures (ASCE 7-05) Structure Classification II (ASCE 7-05 Table I-1) Basic Wind Speed,V 110 mph (MSBS Table 1604.10) Importance Factor, I I (ASCE 7-05 Table 6-1) Exposure Category B (ASCE 7-05 Section 6.5.6.3) Height Above Ground Level, z 70 ft (Top of Cabinets) Exposure Coeficient, K, 0.89 (ASCE 7-05 Table 6-3) Wind Directionality Coef., Kd 0.90 (ASCE 7-05 Table 6-4) Topographic Facto, K,1 1.00 (ASCE 7-05 Section 6.5.7.2) Velocity Pressure,% = 0.00256K,K,fK'V21 (ASCE 7-05 Equation 6-15) 24_81 Psf Gust Factor, G 0.85 (ASCE 7-05 Section 6.5.8) Net Force Coeficient, Cf 1.33 (ASCE 7-05 Figure 6.21) Projected Area Normal to Wind, Af 16 ftz (2.67 ft. W x 6.17 ft. H) Wind Force, F = %GCfAf (ASCE 7-05 Equation 6-28) = 462.09lbs Date: O5-04-16 Project Name: SALEM 2 MA 44 ,(� Designed By: AA Checked By: MSC Hudson Dosign Groupuc ``��'' Calculate Overturning Moment of Proposed Cabinet (Worse Case) Dimensions (ft) I Wide,w Depth, d Height, h — 1 2.67 2.67 6.17 r W 1 F s N Fc Fc Moment,M = F x h/2 = 1425.54 lb-fl Calculate Force Couple Force Couple, F, = M/w = 533.91 lbs. Number of Supports: 2 F. per Support= 266.96 lbs. Date: 05-04-16 Project Name: SALEM 2 MA Designed By: AA Checked By: MSC Hudson Design GroupuO Load Breakdown: Live Loads: Service Load 25 psf Dead Loads: Grading 15 psf • Beam A Live Load — Service 25 psf x 1.9 ft. (Tributary Width) = 47.9 pit Dead Load —. Grading 15 psf x 1.9 ft. (Tributary Width) 28.8 pit • Beam B Live Load --. Service 25 psf x 3.1 ft. (Tributary Width) 77.2 pit Dead Load — Grading 15 psf x 3.1 ft. (Tributary Width) 46.3 pit • Beam C Live Load Service 25 psf x 2.8 ft. (Tributary Width) 69.9 pit Dead Load Grading 15 psf x 2.8 ft. (Tributary Width) 41.9 p8 Date: 05-04-16 Project Name: SALEM 2 MA Designed By: AA Checked By: MSC Hudson f� Design Group Load Breakdown Cont.: Aw • Beam D Live Load -. Service 25 psf x 1.7 ft. (Tributary Width) 41.8 pit Dead Load , Grading 15 psf x 1.7 ft. (Tributary Width) 25.1 pit Bentley Current Date:5/4/2016 1:28 PM Units system:English File name: W:\STRUCTURAL DEPARTMENTIANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MAetz\ 1 i r O f3entley Cunent Date:5/4/2016 1:28 PM Units system:English File name:W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA-etz\ NVI Av ri Y Q Sentley Current Date:5/4/2016 1:29 PM Units system:English File name:W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Is mi ts —k z a 6A10E* tvE LL W B / Y!irA 1 1 Y x Bentley Cument Date:5/4/2016 1:29 PM Units system:English File name:W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Projects'kSalem 2 MA.etz\ P t�l\rt\ uw 4 �F1 VI N�.mI4 ` o J ''✓\� \}yi yptl Y $entieL Current Dale:5/4/2016 1:29 PM Units system:English File name:W:\STRUCTURAL DEPARTMENT4ANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Load condition:DL=Dead Load Loads Global distributed-Members Local distributed-Members Concentrated-Nodes U.031[KipJ \ y=0.Os�(Kry)--�V-n_0151Kb1 I9 / {F{ ` YI �y .OS1ji0V7�T4y�0.031(KIP1 _.r-^� IkY��o.asilMpi-1 y rv=•o.Rii(KNI y.-0.oiv(K.pl z / EY=`0.0WKipl •''�•''�.e^ el As iFY,0..0 (KIPJ��� l ` \ F� 25IKIP/07 IfY='O.UYSIKIV) fy=.O,Ma)5[Kiy] Y ti ( Benttey Current Date:5/4/2016 1:29 PM Units system:English File name:W:\STRUCTURAL DEPARTMENTWNALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Load condition: LL=Llve Load Loads Global distributed-Members Local distributed-Members I 1 _41 I j I0 Y X r Bentley- Current Date:5/4/2016 1:29 PM Units system:English File name:WASTRUCTURAL DEPARTMENTWNALYSIS SOFTWAREiRAM ElementslRAM ProjectMSalem 2 MA.etzl Load condition:WL1=Wind Load 1 LOads Global distributed-Members Local distributed-Members Q Concentrated-Nodes � U 061LKI1`•y�`Iµkz•Q`IBA(WP 'R�" n- 1 Fx�0.062{f4A1- O.335L14P] � x 0.053IJ�fPI`� -..-...Y z=0.06}[KPI• .O.IA9IKiPI `y rye Q26 IKi� \\ Y �X IBentley Current Date:5/4/2016 1:30 PM Units system:English File name: W:\STRUCTURAL DEPARTMENTIANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Load condition:WL2=WInd Load 2 Loads Global distributed- Members Local distributed-Members U Concentrated-Nodes Fx-�.]lsIKiVJ � / KWR i o.oax[ani-P``. o.ias[K nl r l�'x`OU621WD1 I� � F�.O.OWIgpI �a/�rd[KiP) ?6; .i \ v s Y .` k $enney Current Date:5/4/2016 1:30 PM Units system:English File name: W:\STRUCTURAL DEPARTMENTIANALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Load condition: WL3=Wind Load 3 Loads Global distributed-Members Local distributed-Members [] Concentrated-Nodes i l �U.U631K41�ry``]w..0.189IRPI f I`... �� �2�0.067IMP1 .11ff 4.333IwP) \ IX Yve:2G]INVI \\II Y a $enttey Current Date:5/4/2016 1:30 PM Units system:English File name: W1STRUCTURAL DEPARTMENTWNALYSIS SOFTWAREIRAM Elements\RAM ProjsctstSalem 2 MA.etz\ Load condition:WL4=Wind Load 4 Loads Global distributed-Members Local distributed-Members )�Concentrated-Nodes J —"fxeo.osafic¢]s- xdJ.tBafa'P1 I ' � :j•.•Fz�0.06]IKIp)� xr0.3_35IKiPI JI �- -�"'„rx=O.OWIb�)^ ,�j _ wa�.zszlroP] -a.zsz(Kro) ` 0:16�14P)\ V\ Y x $enttey Current Date:5/4/2016 1:30 PM Units system:English File name:W:\STRUCTURAL DEPARTMENTWNALYSIS SOFTWAREIRAM Elements\RAM Projects\Salem 2 MA.etz\ N Nq9 N] 98 ry 92 N115 }9121,-..1N]g61a6 'RYAR`N,i'26 17 tN� ;N 1220{ 118 I(�'r_\�6 rya47 ✓ Il]IrN'S6~�122 II '.1. , ✓�.—"'%'� //f \S\ ��"� _ \ N109\ fl ,.1.-- 54—M9 `r151 r^— ,(130N119 9C 80 1.. .._.k 33 23 �✓�"�N39 �_./' p\lie N )v 15 \ IIJ\ `'� Ap>'. y9 J/ �,�„�.•-N23 IN 12 ft°6� N 9 ~ 78 621 66 `. '.29 1 n7A9' r15 Y 10 x f 9 �. N3 Bentley Current Date:5/4/2016 1:31 PM Units system:English File name:W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM Elements\RAM Pro ects\Salem 2 MA.etz\ 41 '15~ X,A?'__� \_ 1 N Y X n $entley- Current Date:5/4/2016 1:32 PM Units system:English File name: W:\STRUCTURAL DEPARTMENT\ANALYSIS SOFTWARE\RAM ElementMRAM Projects\Salem 2 MA.etz\ Steel Code Cheek Report: Summary-For all selected load conditions Load conditions to be Included In design D1=1.4DL D2=1.2DL+1.6LL D3=1.2DL+0.8WL7 D4=1.2DL+0.8WL2 D5=1.2DL+0.8WL3 D6=1.2DL+0.8WL4 D7=1.2DL+1.6WL1 D8=1.2DL+1.6WL2 D9=1.2DL+1.6WL3 D10=1.2DL+1.6WL4 D11=1.2DL+1.6WL1+LL D12=1.2DL+1.6WL2+LL D13=1.2DL+1.6WL3+LL D14=1.2DL+1.6WL4+LL D15=0.9DL+1.6WL1 D16=0.9DL+1.6WL2 D17=0.9DL+1.6WL3 D18=0.9DL+1.6WL4 - --------------- -_-_..-.,.__ __________-_.. _._ ________________��__�-__.-_._..__.__._.---__-_ Description Section Member Ctrl Eq. Ratio Status Reference -_.r-______.______.-__.-_-_---.--._.-._ 6 HSS_SOR 4X03 26 D1 at 46.88% 0.46 OK Eq. 1-11-1b D10 at 100.00% 0.43 OK Eq. H1-1b D11 at 100.00% 0.58 OK Eq.H1.1b D12 at 100.00% 0.59 OK Eq.1-11-1b 013 at 46.88% 0.41 OK Eq.1-11-1b D14 at 100.00% 0.52 OK Eq. H1-1b D15 at 100.00% 0.41 OK Eq.H1-1b D16 at 100.00% 0.41 OK Eq.H1-1b D17 at 46.88% 0.23 OK Eq.1,11-1b D18 at 100.00% 0.33 OK Eq. H1-1b D2 at 46.88% 0.53 OK Eq.1-11-1b D3 at 100,00% 0.44 OK Eq.H1-1b D4 at 100.00% 0.43 OK Eq. HI-lb D5 at 46.88% 0.36 OK Eq.H1-1b D6 at 46.88% 0.40 OK Eq.H1-1b D7 at 100.00% 0.51 OK Eq.H1.1b D8 at 100.00% 0.51 OK Eq.H1-1b D9 at 46.88% 0.33 OK Eq.H1-1b 27 01 at 46.88% 0.46 OK Eq.H1-1b D10 at 100.00% 0.56 OK Eq.H1-1b D11 at 46.88% 0.52 OK Eq.H1-1b D12 at 100.00% 0.71 OK Eq.H1-1b D13 at 100.00% 0.53 OK Eq.H1-1b D14 at 100.00% 0.65 OK Eq.H1-1b D15 at 46.88% 0.34 OK Eq.HI-lb D16 at 100.00% 0.51 OK Eq.1-11-1b D17 at 100.00% 0.34 OK Eq.H1-1b D18 at 100.00% 0.46 OK Eq.H1-1b D2 at 100.00% 0.53 OK Eq.1-11-1b D3 at 46.88% 0.42 OK Eq. H1-lb Pagel D4 at 100.00% 0.51 OK Eq.H1.1b D5 at 100.00% 0.41 OK Eq.HI-lb D6 at 100,00% 0.47 OK Eq.H1-lb D7 at 46.88% 0.44 OK Eq.HI-lb D8 at 100.00% 0.62 OK Eq.H1-lb D9 at 100.00% 0.44 OK Eq.HI-lb _________-__-___ ._________--__�___-___________. 28 D1 at 46.88% 0.21 OK Eq.H1-lb D10 at 100.00% 0.30 OK Eq.Hl-lb DI at 100.00% 0.21 OK Eq.Ht-lb D12 at 100.00% 0.24 OK Eq.HI-lb D13 at 46.88% 0.19 OK Eq.Hl-lb D14 at 100.00% 0.31 OK Eq.Ht-lb D15 at 100.00% 0.16 OK Eq.Hl-lb D16 at 100.00% 0.19 OK Eq.Hi-lb D17 at 46.88% 0.13 OK Eq.HI-lb D18 at 100.00% 0.25 OK Eq.Hl-lb D2 at 46.88% 0.20 OK Eq.H1-lb D3 at 100.00% 0.18 OK - Eq.HI-lb D4 at 100.00% 0.19 OK Eq.Hi-lb D5 at 46.88% 0.18 OK Eq.HI-lb D6 at 100.00% 0.23 OK Eq.H1-lb 07 at 100.00% 0.20 OK Eq.HI-lb D8 at 100.00% 0.23 OK Eq.Hi-lb D9 at 46.88% 0.18 OK Eq.H1-lb --------__________.._---------__---.._._______________.._-______-- 29 D1 at 100.00% 0.21 OK Eq.Hi-lb D10 at 100.00% 0.31 OK Eq.Hl-lb D11 at 46.88% 0.18 OK Eq.H1-lb D12 at 100.00% 0.28 OK Eq.HI-lb D13 at 100.00% 0.24 OK Eq.Hi-lb D14 at 100.00% 0.33 OK Eq.H1-lb D15 at 46.88% 0.12 OK Eq.Ht-lb D16 at 100.00% 0.23 OK Eq.Hi-lb 017 at 100.00% 0.18 OK Eq.HI-lb 018 at 100.00% 0.27 OK Eq.H1-lb D2 at 100.00% 0.20 OK Eq.Ht-lb D3 at 46.88% 0.16 OK Eq.Hl-lb D4 at 100.00% 0.21 OK Eq.HI-lb D5 at 100.00% 0.20 OK Eq.H1-lb D6 at 100,00% 0.25 OK Eq.H1-lb D7 at 46.88% 0.17 OK Eq.HI-lb D8 at 100.00% 0.27 OK Eq.H1-lb D9 at 100.00% 0.23 OK Eq.HI-lb L 3X3X3_8 71 D7 at 50.00% 0.02 OK Eq.Hi-lb DiO at 0.00% 0.03 OK Eq.D2-1 DI at 100.00% 0.08 OK Sec.El D12 at 100.00% 0.07 OK Sec.El D13 at 0.00% 0.03 OK Eq.D2-1 D14 at 0.00% 0.03 OK Eq.D2-1 D15 at 100.00% 0.07 OK Sec.E7 D16 at 100.00% 0.07 OK Sec.E1 D17 at 0.00% 0.03 OK Eq.D2.1 D18 at 0.00% 0.03 OK Eq.D2-1 02 at 50.00% 0.01 OK Eq.HI-lb D3 at 100.00% 0.04 OK Sec.E1 D4 at 100.00% 0.04 OK Sec.E1 D5 at 50.00% 0.02 OK Eq.HI-lb D6 at 50.00% 0.02 OK Eq.H1-lb D7 at 100.00% 0.08 OK Sec.E1 D8 at 100.00% 0.07 OK Sec.E1 09 at 0.00% 0.03 OK Eq.D2-1 Paget -------------------------------------- 72 D1 at 50.00% 0.01 OK - Eq.Hl-lb Di0 at 0.00% 0.03 OK Eq.D2-1 D11 at 100.00% 0.06 OK Sec.E1 D12 at 100.00% 0.04 OK Sec.Et D13 at 0.00% 0.04 OK Eq.D2-1 D14 at 0.00% 0.03 OK Eq. D2-1 D15 at 100.00% 0.06 OK Sec.El D16 at 100.00% 0.05 OK Sec.Et D17 at 0.00% 0.04 OK Eq.02-1 D18 at 0.00% 0.03 OK Eq.D2-1 D2 at 50.00% 0.01 OK Eq.H1-lb D3 at 100.00% 0.03 OK Sec.E1 D4 at 100.00% 0.02 OK Sec.E1 D5 at 0.00% 0.02 OK Eq. D2-1 D6 at 50.00% 0.02 OK Eq.H1-lb D7 at 100.00% 0.06 OK Sec.E1 D8 at 100-00% 0.05 OK Sec.E1 D9 at 0.00% 0.04 OK Eq.D2-1 L 4X4X38 3 D1 at 43.75% 0.21 OK Eq Hl-la D10 at 0.00% 0.20 OK Sec.E1 D11 at 0.00% 0.18 OK Sec. E1 D12 at 0.00% 0.18 OK Sec.El D 13 at 43.75% 0.21 OK Eq.Hl-la D14 at 43.75% 0.21 OK Eq.Ht-la D15 at 0.00% 0.12 OK Sec,El D16 at 0.00% 0.12 OK Sec.El D17 at 0.00% 0.15 OK Sec.E1 D18 at 0.00% 0.15 OK Sec.E1 D2 at 43.75% 0.20 OK Eq.HI-la D3 at 0.00% 0.17 OK Sec.E1 D4 at 0.00% 0.17 OK Sec.E1 05 at 0.00% 0.19 OK Sec.Et D6 at 0.00% 0.19 OK Sec.Et D7 at 0.00% 0.17 OK Sec.E1 D8 at 0.00% 0.16 OK Sec.Et D9 at 0.00% 0.19 OK Sec.El -._......-__.._._______________________ .-_________ 4 D1 at 56.25% 0.22 OK E .H1-la 'D10 at 56.25% 0.21 OK Eq.HI-la D11 at 56.25% 0.21 OK - Eq.Hl-la D12 at 100.00% 0.18 OK Sec.Et 013 at 100.00% 0.19 OK Sec.Et D14 at 56.25% 0.23 OK Eq.H1-la D15 at 100.00% 0.15 OK Sec.Et D16 at 100.00°/ 0.12 OK Sec.Et D17 at 100.00% 0.13 OK Sec.E1 D18 at 100.00% 0.16 OK Sec, E1 D2 at 56.25% 0.21 OK Eq.HI-la D3 at 100.00% 0.19 OK Sec.Et - 04 at 100.00% 0.17 OK Sec.E1 D5 at 100.00% 0.18 OK Sec.E1 D6 at 100.00% 0.20 OK Sec.El D7 at 100.00% 0.20 OK Sec.E1 D8 at 100.00% 0.16 OK Sec.E1 09 at 100.00% 0.17 OK Sec.E1 5 D1 at 56.25% 0.49 OK Eq.Hl-la D10 at 56.25% 0.39 OK Eq.H1-la D11 at66.25°/ 0.60 OK Eq.HI-la D12 at%25% 0.54 OK Eq.H1-la D13 at 56.25% 0.42 OK Eq.Hl-la Page3 D14 at 56.25% 0.48 OK Eq.HI-la 015 at 56.25% 0.41 OK Eq.HI-la D16 at 56.25% 0.34 OK Eq.HI-la D17 at 56.25% 0.22 OK Eq.Hl-la D18 at 56.25% 0.28 OK Eq. Hl-la D2 at 56.25% 0.57 OK Eq.HI-la D3 at 56.25% 0.46 OK Eq.HI-la D4 at 56.25% 0.43 OK Eq.H1-la D5 at 56.25% 0.37 OK Eq.H1-la D6 at 56.25% 0.40 OK Eq.Hl-la D7 at 56.25% 0.51 OK Eq.H1-la D8 at 56.25% 0.45 OK Eq.H1-la D9 at 56.25% 0.33 OK Eq.HI-la T-----------_----------------------________.��_. 6 DI at 43.75% 0.49 OK Eq.H1-la D10 at 43.75% 0.39 OK Eq.HI-la D11 at 43.75% 0.52 OK Eq.H1-la D12 at 43.75% 0.54 OK Eq.HI-la D13 at 43.75% 0.49 OK Eq.Hl-la D14 at 43.75% 0.48 OK Eq.H1-la Dl5 at 43.75% 0.33 OK Eq.H1-la DI at 43.75% 0.34 OK Eq. Hi-la D17 at 43.75% 0.30 OK Eq.H1-la D18 at 43.75% 0.29 OK Eq.H1.1a D2 at 43.75% 0.56 OK Eq.HI-1a D3 at 43.75% 0.43 OK Eq.H1-la D4 at 43.75% 0.43 OK Eq.H1-la D5 at 43.75% 0.41 OK Eq.H1-la D6 at 43.75% 0.41 OK Eq.H1-la D7 at 43.75% 0.43 OK Eq.H1-la D8 at 43.75% 0.45 OK Eq.Hi-la D9 at 43.75% 0.41 OK Eq.HI-la 31 D1 at 50.00% 0.10 OK Eq.Hl-lb D10 at 50.00% 0.13 OK Eq.H1-lb D11 at 50.00% 0.08 OK Eq.H1-lb DI at 50.00% 0.09 OK Eq.HI-lb D13 at 50.00% 0.09 OK Eq.H1-lb D14 at 50.00% 0.13 OK Eq.Ht-lb D15 at 50.00% 0.06 OK Eq.HI-lb Dl6 at 50.00% 0.07 OK Eq.Hl-lb D17 at 50.00% 0.07 OK Eq.H1-lb D18 at 50.00% 0.11 OK Eq.HI-lb D2 at 50.00% 0.09 OK Eq.Hl-1 b D3 at 50.00% 0.08 OK Eq.H1-lb 04 at 50.00% 0.08 OK Eq.H1-lb D5 at 50.00% 0.09 OK Eq.HI-lb D6 at 50.00% 0.11 OK Eq.H1-lb D7 at 50.00% 0.08 OK Eq.Hl-lb D8 at 50.00% 0.09 OK Eq.HI-lb D9 at 50.00% 0.09 OK Eq.Hl-lb 76 D1 at 100.00% 0.15 OK Eq.H1.1b D10 at 100.00% 0.18 OK Eq.HI-lb D11 at 100.00% 0.16 OK Eq.HI-lb D12 at 100.00% 0.12 OK Eq. Hi-lb D13 at 100.00% 0.14 OK Eq.Hl-lb D14 at 100.00% 0.20 OK Eq.HI-lb D15 at 100.00% 0.10 OK Eq. HI-lb D16 at 100.00% 0.07 OK Eq.H1.1b D17 at 100.00% 0.09 OK Eq.HI-lb D18 at 100.00% 0.15 OK Eq.HI-lb D2 at 100.00% 0.17 OK Eq.Hl-lb Page4 D3 at 100.00% 0.13 OK Eq.HI-lb D4 at 100.00% 0.11 OK Eq.HI-lb D5 at 100.00% 0.12 OK Eq.HI-lb D6 at 100.00% 0.16 OK Eq.Hl-lb D7 at 100.00% 0.14 OK Eq.HI-lb D8 at 100.00% 0.10 OK Eq.Hl-lb 09 at 100.00% 0.12 OK Eq.Hi-lb PIPE 1-1_2x0.145 36 Dt at 100.00% 0.36 OK Eq.HI-lb ^T D10 at 100.00% 0.33 OK Eq.Ht-lb D11 at 100.00% 0.39 OK Eq.H1-lb D12 at 100.00% 0.34 OK Eq. Hl-lb D13 at 100.00% 0.33 OK Eq.HI-lb D14 at 100.00% 0.39 OK Eq.H1-lb D15 at 100.00% 0.26 OK Eq. HI-lb D16 at 100.00% 0.20 OK Eq. Hl-lb DI at 100.00% 0.20 OK Eq. Hl-lb D18 at 100.00% 0.26 OK Eq.H1-lb D2 at 100.00% 0.40 OK Eq. Hl-lb D3 at 100.00% 0.32 OK Eq.Hl-lb D4 at 100.00% 0.29 OK Eq.Hl-lb 05 at 100.00% 0.29 OK Eq.H1-lb D6 at 100.00% 0.32 OK Eq.Hl-lb D7 at 100.00% 0.34 OK Eq.Hl-lb D8 at 100.00% 0.28 OK Eq.Hl-1 b D9 at 100.00% 0.28 OK Eq.Hi-lb 37 D1 at 100.00% 0.17 OK Eq.HI-lb D10 at 1D0.00% 0.18 OK Eq.HI-lb Dtl at 100.00% 0.18 OK Eq.H1-lb D12 at 100.00% 0.14 OK Eq.HI-lb D13 at 100.00% 0.16 OK Eq. Hl-lb D14 at 100.00% 0.21 OK Eq.Hl-lb D15 at 100.00% 0.12 OK Eq.H1-lb D16 at 100.00% 0.08 OK Eq.HI-lb D17 at 100.00% 0.10 OK Eq.H1-lb D1Bat 100.00% 0.15 OK Eq.H1-lb D2 at 100.00% 0.19 OK Eq.H1-lb D3 at 100.00% 0.15 OK Eq.H1-lb D4 at 100.00% 0.13 OK Eq.H1-lb D5 at 100.00% 0.14 OK Eq.H1-lb D6 at 100.00% 0.17 OK Eq.HI-lb D7 at 100.00% 0.16 OK Eq.H1-lb D8 at 100.00% 0.11 OK Eq.H1-lb D9 at 100.00% 0.14 OK Eq.HI-lb 38 D1 at 100.00% 0.13 OK Eq.Hl-lb D10 at 100.00% 0.12 OK Eq.H1-lb D71 at 100.00% 0.14 OK Eq.H1-lb D12 at 100.00% 0.12 OK Eq.HI-lb D13 at 100.00% 0.12 OK Eq.Hl-lb D14 at 100.00% 0.14 OK Eq.HI-lb D15 at 100.00% 0.09 OK Eq.Hl-lb D16 at 100.00% 0.07 OK Eq.HI-lb D17at 100.00% 0.07 OK Eq.HI-lb DI at 100.00% 0.09 OK Eq.H1-lb D2 at 100.00% 0.14 OK Eq.H1-1 b D3 at 100.00% 0.12 OK Eq.HI-lb D4 at 100.00% 0.10 OK Eq.H1.1b D5 at 100.00% 0.10 OK Eq.HI-lb D6 at 100.00% 0.12 OK Eq.HI-lb D7 at 100.00% 0.12 OK Eq.HI-lb D8 at 100.00% 0.10 OK Eq.H1-lb PageS D9 at 100.00% 0.10 OK Eq.H1-lb 39 DI at 0.00% _ Y0.12 OK^ YEq.HI-lb ._.. D10 at 0.00% 0.12 OK Eq.HI-lb D11 at 0.00% 0.14 OK Eq.H1-lb D12 at 0.00% 0.11 OK Eq.HI-lb D13 at 0.00% 0.13 OK Eq.HI-lb D14 at 0.00% 0.15 OK Eq.HI-lb D15 at 0.00% 0.08 OK Eq.H1-lb D16 at 0.00% 0.06 OK Eq.H1-lb D17 at 0.00% 0.07 OK Eq.Ht-lb 018 at 0.00% 0.09 OK Eq.HI-lb D2 at 0.00% 0.15 OK Eq.Hl-lb D3 at 0.00% 0.10 OK Eq.HI-lb D4 at 0.00% 0.09 OK Eq.HI-lb D5 at 0.00% 0.10 OK Eq.H1-lb 06 at 0.00% 0.11 OK Eq.Ht-lb D7 at 0.00% 0.11 OK Eq.H1-lb D8 at 0.00% 0.08 OK Eq.H1-lb D9 at 0.00% 0.09 OK Eq.H1-lb 40 D1 at 0.00% 0.35 OK Eq.H1-lb D10 at 0.00% 0.36 OK Eq. H1-lb Dit at 0.00% 0.36 OK Eq.H1-lb D12 at 0.00% 0.28 OK Eq.H1-lb D13 at 0.00% 0.33 OK Eq.H1-lb D14 at 0.00% 0.41 OK Eq.H1-lb D15 at 0.00% 0.23 OK Eq.HI-lb D16 at 0.00% 0.16 OK Eq.H1-1 b D17 at 0.00% 0.21 OK Eq.H1-lb D18 at 0.00% 0.29 OK Eq.HI-lb D2 at 0.00% 0.37 OK Eq.H1-lb D3 at 0.00% 0.30 OK Eq.H1-lb D4 at 0.00% 0.26 OK Eq.H1-lb D5 at 0.00% 0.29 OK Eq.Ht-1 b D6 at 0.00% 0.33 OK Eq.H1-lb D7 at 0.00% 0.31 OK Eq.H1-lb D8 at 0.00% 0.23 OK Eq.H1-lb D9 at 0.00% 0.29 OK Eq.Ht-lb 41 Dl at 68.75% 0.10 OK Eq.HI-tb D10at 0.00% 0.10 OK Eq.H1-lb D11 at 68.75% 0.11 OK Eq.Hl-lb D12 at 68,75% 0.09 OK Eq.H1-lb D13 at 68.75% 0.10 OK Eq.HI-lb D14 at 68.75% 0.11 OK Eq.H1-lb D15 at 68.75% 0.07 OK Eq.H1-lb D16 at 68.76% 0.05 OK Eq.H1-lb D17 at 68.75% 0.06 OK Eq.H1-lb 018 at 0.00% 0.08 OK Eq.H1-lb D2 at 68.75% 0.11 OK Eq.HI-lb D3 at 68.75% 0.09 OK Eq.Ht-lb D4 at 68.75% 0.08 OK Eq.HI-lb D5 at 68.75% 0.08 OK Eq.H1-lb D6 at 0.00% 0.09 OK Eq.H1-1 b D7 at 68.75% 0.09 OK Eq.H1-lb D8 at 68.75% 0.07 OK Eq.H1-lb D9 at 68.75% 0.08 OK Eq.H1-lb 42 D1 at 100.00% 0.20 OK Eq.HI-lb D10 at 100.00% 0.20 OK Eq.HI-lb DI at 100.00% 0.21 OK Eq.H1-lb D12 at 100.00% 0.17 OK Eq.H1-lb Page6 D13 at 100.00% 0.19 OK Eq. H1-lb _ D14 at 100.00% 0.23 OK Eq.HI-lb D15 at 100.00% 0.14 OK Eq.HI-lb D16 at 100.00% 0.10 OK Eq.H1-lb D17at 100.00% 0.12 OK Eq.H1-lb D18 at 100.00% 0.15 OK Eq.Ht-lb D2 at 100.00% 0.22 OK Eq.Hl-1 b D3 at 100.00% 0.18 OK Eq.HI-lb D4 at 100.00% 0.16 OK Eq.Hl-lb D5 at 100.00% 0.16 OK Eq.H1-lb D6 at 100.00% 0.18 OK Eq.H1-lb D7 at 100.00% 0.18 OK Eq.Hl-lb DS at 100.00% 0.14 OK Eq.HI-lb D9 at 100.00% 0.16 OK Eq.Hl-lb 43 D1 at 0.00% 0.24 OK Eq.H1-lb�y� D10 at 0.00% 0.22 OK Eq.H1-lb Dl1 at 0.00% 0.26 OK Eq.HI-lb D12 at 0.00% 0.24 OK Eq.HI-lb D13 at 0.00% 0.25 OK Eq.HI-lb D14 at 0.00% 0.27 OK Eq.H1-lb D15 at 0.00% 0.16 OK Eq.H1-lb D16 at 0.00% 0.14 OK Eq.Ht-lb 017 at 0.00% 0.15 OK Eq.H1-lb D18 at 0.00% 0.17 OK Eq. Hl-lb D2 at 0.00% 0.28 OK Eq.Hi-lb D3 at 0.00% 0.21 OK Eq.H1-lb D4 at 0.00% 0.19 OK Eq.H1-lb D5 at 0.00% 0.20 OK Eq. H1-lb D6 at 0.00% 0.21 OK Eq.H1-lb D7 at 0.00% 0.21 OK Eq.Hi-lb D8 at 0.00% 0.19 OK Eq.H1-lb D9 at 0.00°/ 0.20 OK Eq.H1-lb 44 Dl at 100.00% 0.07 OK Eq.HI-lb D10 at 100.00% 0.06 OK Eq.H1-lb DI at 100.00% 0.08 OK Eq.H1-lb D12 at 100.00% 0.08 OK Eq.HI-lb D13 at 100.00% 0.08 OK Eq. H1-lb D14 at 100.00% 0.08 OK Eq. Hl-lb D15 at 100.00% 0.05 OK Eq.H1-lb D16 at 100.00% 0.05 OK Eq.H1-lb D17 at 100.00% 0.04 OK Eq.H1-lb D18 at 100.00% 0.04 OK Eq. H1-lb D2 at 100.00% 0.09 OK Eq.H1-lb D3 at 100.00% 0.06 OK Eq.H1-lb D4 at 100.00% 0.06 OK Eq.HI-lb D5 at 100.00% 0.06 OK Eq.H1-lb D6 at 100.00% 0.06 OK Eq.H1-lb D7 at 100.00% 0.06 OK Eq.H1-lb D8 at 100.00% 0.07 OK Eq.H1-lb D9 at 100.00% 0.06 OK Eq.HI-lb 45 D1 at 100.00% 0.13 OK Eq.HI-lb D10 at 100.00% 0.12 OK Eq.H1-lb DI at 100.00% 0.15 OK Eq.Ill-lb D12 at 100.00% 0.14 OK Eq.H1-lb D13 at 100.00% 0.14 OK Eq.H1-lb D14 at 100.00% 0.15 OK Eq.H1-lb D15 at 100.00% 0.09 OK Eq.H1-lb 016 at 100.00% 0.08 OK Eq.HI-lb Dl7 at 100.00% 0.08 OK - Eq.Hl-lb D18 at 100.00% 0.09 OK Eq.H1-lb Page7 D2 at 100.00% 0.16 OK Eq.H1-lb D3 at 100.00% 0.12 OK Eq. Ht-lb D4 at 100.00% 0.11 OK Eq.Hl-lb DS at 100.00% 0.11 OK Eq.H1-lb D6 at 100.00% 0.12 OK Eq.Ht-lb D7 at 100.00% 0.12 OK Eq.Ht-lb D8 at 100.00% 0.11 OK Eq. HI-lb D9 at 100.00% 0.11 OK Eq.H1-lb 46 D1 at 68.75% 0.07 OK Eq.HI-lb D70 at 68.75% 0.06 OK Eq.H1-lb D11 at 68,75% 0.08 OK Eq. H1-lb D12 at 68.75% 0.07 OK Eq.HI-lb D13 at 68.75% 0.07 OK Eq.H1-lb D14 at 68.75% 0.08 OK Eq.H1-lb D15 at 68.75% 0.05 OK Eq.H1-lb D16 at 68.75% 0.04 OK Eq.Hl-lb 017 at 68.75% 0.04 OK Eq.H1-lb D18 at 68.75% 0.04 OK Eq.H1-lb D2 at 68.75% 0.08 OK Eq.HI-lb D3 at 68.75% 0.06 OK Eq.HI-lb D4 at 68.75% 0.06 OK Eq.H1-lb D5 at 68.75% 0.06 OK Eq.H1-lb D6 at 68.75% 0.06 OK Eq.HI-lb D7 at 68.75% 0.06 OK Eq. H1-lb D8 at 68.75% 0.05 OK Eq. H1-lb D9 at 68.75% 0.05 OK Eq. Hl-lb 47 01 at 100.00% -_---0.12----OK-�� Eq.Ht-lb�� D10 at 100.00% 0.11 OK Eq.H1-lb D11 at 100.00% 0.13 OK Eq. H1-lb D12 at 100.00% 0.12 OK Eq. H1-lb D13 at 100.00% 0.12 OK Eq.HI-lb D14 at 100.00% 0.13 OK Eq.HI-lb D15at 100.00% 0.08 OK Eq. H1-lb D16at 100.00% 0.07 OK Eq. H1-lb D 17 at 100.00% 0.07 OK Eq.HI-lb D18 at 100.00% 0.08 OK Eq. HI-lb D2 at 100.00% 0.14 OK Eq. HI-lb D3 at 100.00% 0.10 OK Eq. H1-lb D4 at 100.00% 0.10 OK Eq.Ht-lb D5 at 100.00% 0.10 OK Eq. Hl-lb D6 at 100.00% 0.10 OK Eq. HI-lb D7 at 100.00% 0.10 OK Eq.Ht-lb D8 at 100.00% 0.09 OK Eq.HI-lb D9 at 100.00% 0.09 OK Eq.H1-lb 48 D1 at 100.00% 0.16 OK� Eq.HI-lb D10 at 100.00% 0.14 OK Eq.H1-lb D11 at 100.00% 0.18 OK Eq.H1-lb D12 at 100.00% 0.18 OK Eq.HI-lb D13 at 100.00% 0.17 OK Eq.H1-lb D14 at 100.00% 0.18 OK Eq.Hl-lb D15 at 100.00% 0.11 OK Eq.H1-lb D16 at 100.00% 0.11 OK Eq.H1-lb DI at 100.00% 0.09 OK Eq.H1-lb D18 at 100.00% 0.11 OK Eq.Hl-lb D2 at 100.00% 0.20 OK Eq. Hl-lb D3 at 100.00% 0.14 OK Eq.H1-lb D4 at 100.00% 0.14 OK Eq.H1-lb D5 at 100.00% 0.13 OK Eq.Hl-lb D6 at 100.00% 0.14 OK Eq.Ht-lb D7 at 100.00% 0.14 OK Eq.Hl-lb Page8 D8 at 100.00% 0.14 OK Eq.H1-lb D9 at 100.00% 0.13 OK Eq.H1-lb 49 D1 at 0.00% _0.07� OK Eq. HI-lb D10 at 0.00% 0.08 OK Eq.H1-lb D11 at 0.00% 0.08 OK Eq.Hl-lb D12 at 0.00% 0.07 OK Eq.H1-lb D13 at 0.00% 0.08 OK Eq.H1-lb D14 at 0.00% 0.10 OK Eq. HI-lb D15 at 0.00% 0.05 OK Eq. HI-lb D16 at 0.00% 0.03 OK Eq.Hl-lb D17 at 0.00% 0.04 OK Eq.Hl-lb D18 at 0.00% 0.06 OK Eq.Hi-lb D2 at 0.00% 0.09 OK Eq.Hi-lb D3 at 0.00% 0.06 OK Eq.Hl-lb D4 at 0.00% 0.05 OK Eq.Hi-lb D5 at 0.00% 0.06 OK Eq.HI-lb D6 at 0.00% 0.07 OK Eq.Ht-lb 07 at 0.00% 0.06 OK Eq.Hl-lb 08 at 0.00% 0.06 OK Eq.H1-lb D9 at 0.00% 0.06 OK Eq.H1-lb -----_---___._____._________________________ 50 D1 at 0.00% 0.07 OK Eq.Hl-lb D10 at0.00% 0.07 OK Eq.HI-lb D11 at 0.00% 0.08 OK Eq.HI-lb D12 at 0.00% 0.06 OK Eq.H1-lb D13 at 0.00% 0.07 OK Eq. H1-lb D14 at 0.00% 0.09 OK Eq.HI-lb 015 at 0.00% 0.05 OK Eq.H1-lb D16 at 0.00% 0.03 OK Eq.HI-lb D17 at 0.00% 0.04 OK Eq.H1-lb D18 at 0.00% 0.06 OK Eq.H1-lb D2 at 0.00% 0.08 OK Eq.H1-lb D3 at 0.00% 0.06 OK Eq.Hl-lb D4 at 0.00% 0.05 OK Eq.H1-lb DS at 0.00% 0.06 OK Eq.H1-lb D6 at 0.00% 0.06 OK Eq.H1-lb D7 at 0.00% 0.06 OK Eq.H1-lb D8 at 0.00% 0.04 OK Eq.H1-lb D9 at 0.00% 0.05 OK Eq.H1-lb 51 D1 at 100.00% 0.12 OK Eq.H1-lb ^^^ 010 at 100.00% 0.13 OK Eq.HI-lb DI at 100.00% 0.14 OK Eq.Hl-lb 012 at 100.00% 0.11 OK Eq.Hl-lb D13 at 100.00% 0.13 OK Eq. Ht-lb D14 at 100.00% 0.16 OK Eq. HI-lb D15 at 100.00% 0.08 OK Eq.Hi-lb D16 at 100.00% 0.05 OK Eq.Hl-lb Dl7 at 100.00% 0.08 OK Eq.Hl-lb D18 at 100.00% 0.11 OK Eq. H1-lb D2 at 100.00% 0.15 OK Eq.HI-lb D3 at 100.00% 0.11 OK Eq.HI-lb D4 at 100.00% 0.09 OK Eq.H1-lb D5 at 100.00% 0.10 OK Eq. H1-lb D6 at 100.00% 0.12 OK Eq. HI-lb D7 at 100.00% 0.11 OK Eq.HI-lb D8 at 100.00% 0.08 OK Eq.Hi-lb D9 at 100.00% 0.10 OK Eq.H1-lb 54 D1 at 0.00% 0.12 OK Eq. Hi-lb W D10 at 0.00% 0.11 OK Eq.Ht-lb DI at 0.00% 0.14 OK Eq.Hl-lb Page9 D12 at 0.00% 0.13 OK Eq.H1-lb D13 at 0.00% 0.11 OK Eq. Hi-lb D14 a10.00% 0.13 OK Eq.Hl-lb D15 at 0.00% 0.09 OK Eq.HI-lb -D16 at 0.00% 0.09 OK Eq.HI-lb D17 at 0.00% 0.07 OK Eq.Hl-lb D18 at 0.00% 0.08 OK Eq.Hl-lb D2 at 0.00% 0.14 OK Eq.HI-lb D3 at 0.00% 0.11 OK Eq.H1-lb D4 at 0.00% 0.10 OK Eq.HI-lb D5 at 0.00% 0.10 OK Eq.H1-lb D6 at 0.00% 0.11 OK Eq.Hl-lb D7 at 0.00% 0.12 OK Eq.H1-lb D8 at 0.00% 0.11 OK Eq.Ht-lb D9 at 0.00% 0.09 OK Eq.Hl-lb 55 D1 at 0.00% 0.08 OK Eq.H1-lb D10 at 0.00% 0.07 OK Eq.HI-lb D11 at 0.00% 0.09 OK Eq.HI-lb D12 at 0.00% 0.09 OK Eq.Hl-lb D13 at 0.00% 0.09 OK Eq.Hl-lb D14 at 0.00% 0.09 OK Eq.H1-lb D15 at 0.00% 0.05 OK Eq.H1-lb D16 at 0.00% 0.06 OK Eq.HI-lb D17 at 0.00% 0.05 OK Eq.H1-lb D18 at 0.00% 0.06 OK Eq.H1-lb D2 at 0.00% 0.10 OK Eq.HI-lb D3 at 0.00% 0.07 OK Eq.H1-lb D4 at 0.00% 0.07 OK Eq.HI-lb D5 at 0.00% 0.07 OK Eq.H1-lb D6 at 0.00% 0.07 OK Eq.H1-lb D7 at 0.00% 0.07 OK Eq.H1-lb D8 at 0.00% 0.07 OK Eq.H1-lb D9 at 0.00% 0.07 OK Eq.H1-lb 56 Di at 100.00% 0.07 OK Eq.-HI-lb D10 at 100.00% 0.07 OK Eq.Ill-lb D11 at 100.00% 0.08 OK Eq.HI-lb D12 at 100.00% 0.08 OK Eq.H1-lb D13 at 100.00% 0.08 OK Eq.H1-lb D14 at 100.00% 0.08 OK Eq.Hl-lb D15 at 100.00% 0.05 OK Eq.Hl-lb D16 at 100.00% 0.05 OK Eq.Hl-lb D17 at 100.00% 0.05 OK Eq. Hi-lb D18 at 100.00% 0.05 OK Eq. HI-lb D2 at 100,00% 0.09 OK Eq.HI-lb D3 at 100.00% 0.06 OK Eq.H1-lb D4 at 100,00% 0.06 OK Eq.H1-lb D5 at 100.00% 0.06 OK Eq. Ht-lb D6 at 100.00% 0.06 OK Eq.H1-lb D7 at 100.00% 0.06 OK Eq.H1-lb 08 at 100,00% 0.07 OK Eq.HI-lb D9 at 100.00% 0.06 OK Eq.Hl-lb 59 Dl at 100.00% 0.03 OK Eq.Hl-lb _ D10 at 100.00% 0.04 OK Eq.Ht-lb Dl1 at 0.00% 0.04 OK Eq.HI-lb D12 at 100.00% 0.03 OK Eq.H1-lb D13 at 0.00% 0.04 OK Eq. HI-lb D14 at 0.00% 0.05 OK Eq. Ht-lb D15 at 100.00% 0.02 OK Eq. H1-lb D16 at 100.00% 0.02 OK Eq.H1-lb D17at 100.00% 0.02 OK Eq. H1-lb Page10 D18 at 0.00% 0.03 OK Eq.H1.1b D2 at 0.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.03 OK Eq.H1-lb D4 at 100.00% 0.03 OK Eq.H1-lb D5 at 100.00% 0.03 OK Eq.HI-lb 06 at 100.00% 0.03 OK Eq. H1-lb D7 at 100.00% 0.03 OK Eq.H1-1 b D8 at 100.00% 0.02 OK Eq.HI-lb D9 at 100.00% 0.03 OK Eq.H1-lb 60 D1 at 0.00%� 0.07 OK � Eq. HI-lb ^ D10 at 0.00% 0.07 OK Eq.H1-lb D11 at 0.00% 0.08 OK Eq.H1-lb D12 at 0.00% 0.06 OK Eq. H1-lb D13 at 0.00% 0.07 OK Eq. H1-lb D14 at 0.00% 0.09 OK Eq.Hl-lb D15 at 0.00% 0.05 OK Eq.HI-lb D16 at 0.00% 0.03 OK Eq. H1-lb D17 at 0.00% 0.04 OK Eq. H1-lb D18at0.00% 0.06 OK Eq. H1-lb D2 at 0.00% 0.08 OK Eq. HI-lb D3 at 0.00% 0.06 OK Eq. H1-lb D4 at 0.00% 0.05 OK Eq. Hl-lb D5 at 0.00% 0.06 OK Eq. Hl-lb D6 at 0.00% 0.06 OK Eq.H1-lb D7 at 0.00% 0.06 OK Eq.H1-lb D8 at 0.00% 0.04 OK Eq. Hl-lb 09 at 0.00% 0.06 OK Eq.H1-lb ---------__ 61 D1 at 37.50% 0.02 OK Eq. Ht-lb D10 at 31.25% 0.02 OK Eq.Hi-lb 011 at 37.50% 0.02 OK Eq.HI-lb D12 at 43.75% 0.01 OK Eq.HI-lb D13 at 37.50% 0.02 OK Eq. HI-lb D14 at 31.25% 0.02 OK Eq.H1-lb Dl5 at 43.75% 0.01 OK Eq.H1-lb D16 at 50.00% 0.01 OK Eq.Hi-lb D17 at 37.50% 0.01 OK Eq.HI-lb D18 at 31.25% 0.01 OK Eq.H1-lb D2 at 37.50% 0.02 OK Eq.HI-lb D3 at 37.50% 0.01 OK Eq.Hl-lb 04 at 43.75% 0.01 OK Eq.Hl-lb D5 at 37.50% 0.01 OK Eq.H1-lb D6 at 37.50% 0.02 OK Eq.HI-lb D7 at 37.50% 0.01 OK Eq.HI-lb D8 at 50.00% 0.01 OK Eq.HI-lb D9 at 37.50% 0.01 OK Eq.Hl-lb 62 D1 at 37.50% 0.01 OK Eq.HI-lb D10 at 31.26% 0.01 OK Eq.H1-lb D11 at 43.75% 0.01 OK Eq.Ht-lb D12 at 50.00% 0.01 OK Eq.H1-lb D13 at 37.50% 0.01 OK Eq.Hi-lb D14 at 31.26% 0.01 OK Eq.Hl-lb D15 at 100.00% 0.01 OK Eq.Hl-lb D16 at 0.00% 0.01 OK Eq.HI-lb D17 at 37.50% 0.01 OK Eq.Ht-lb D18 at 31.25% 0.01 OK Eq.Hl-lb D2 at 37.50% 0.01 OK Eq.H1-lb D3 at 100.00% 0.01 OK Eq.Ht-lb D4 at 100.00% 0.01 OK Eq. Hi-lb D5 at 37.50% 0.01 OK Eq.Hl-lb D6 at 37.50% 0.01 OK Eq.HI-lb Pagell D7 at 100.00% 0.01 OK Eq.HI-lb D8 at 0.00% 0.01 OK Eq.H1-lb D9 at 37.50% 0.01 OK Eq.H1-1 b 63 D1 at 100.00% 0.04 OK Eq.H1-lb D10 at 100.00% 0.04 OK Eq.HI-lb D11 at 100.00% 0.04 OK Eq.H1-lb D12 at 100.DO% 0.03 OK Eq.H1-lb 013 at 100.DO% 0.04 OK Eq.HI-lb D14 at 100.00% 0.05 OK Eq. H1-lb D15 at 100.00% 0.02 OK Eq.H1-lb D16 at 100.00% 0.02 OK Eq.H1-lb D17 at 100.00% 0.02 OK Eq.H1-lb D18 at 100.00% 0.03 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.03 OK Eq. HI-lb D4 at 100.00% 0.03 OK Eq.H1-lb D5 at 100.00% 0.03 OK Eq.H1-lb D6 at 100.00% 0.04 OK Eq.Hl-lb D7 at 100.00% 0.03 OK Eq. H1-1 b D8 at 100.00% 0.02 OK Eq. Ht-lb 09 at 100.00% 0.03 OK Eq. H1-lb 64 D1 at 100.00% 0.06 OK Eq.Hl-lb D10 at 100.00% 0.07 OK Eq.H1-lb D11 at 100.00% 0.07 OK Eq. H1-lb D12 at 100.00% 0.06 OK Eq.H1-lb D13 at 100.00% 0.07 OK Eq.HI-lb D14 at 100.00% 0.08 OK Eq.Hl-lb D15 at 100.00% 0.04 OK Eq.H1-lb D16 at 100.00% 0.03 OK Eq.Hl-lb D17 at 100.00% 0.04 OK Eq.Hl-lb D18 at 1DO.00°/ 0.05 OK Eq.Hi-lb D2 at 100.00% 0.08 OK Eq.H1-lb D3 at 100.00% O.D6 OK Eq.HI-lb D4 at 100.00% 0.05 OK Eq.HI-lb D5 at 100.00% 0.06 OK Eq.Hl-lb D6 at 100.00% 0.06 OK Eq.HI-lb D7 at 100.00% 0.06 OK Eq.HI-lb D8 at 100.00% 0.04 OK Eq.HI-lb D9 at 100.00% 0.05 OK Eq.HI-lb 76 D1 at 0.00% 0.03 OK Eq.H1-lb D10 at 0.00% 0.04 OK Eq.H1-lb DI at 0.00% 0.02 OK Eq.HI-lb D12 at 0.00% 0.01 OK Eq.Hl-lb D13 at 0.00% 0.03 OK Eq.Hl-lb D14 at 0.00% 0.04 OK Eq.H1-lb D15 at 0.00% 0.02 OK Eq.Hl-lb D16 at 0.00% 0.01 OK Eq.Ill-lb D17 at 0.00% 0.02 OK Eq.H1-lb D18 at 0.00% 0.03 OK Eq.H1-lb D2 at 0.00% 0.03 OK Eq.HI-lb D3 at 0.00% 0.02 OK Eq.HI-lb D4 at 0.00% 0.02 OK Eq.H1-lb D5 at 0.00% 0.03 OK Eq.H1-lb D6 at 0.00% 0.03 OK Eq.HI-lb D7 at 0.00% 0.02 OK Eq.Hl-lb D8 at 0.00% 0.01 OK Eq.H1-lb D9 at 0.00% 0.03 OK Eq.HI-lb 79 Dt at 0.00% V 0.04 OK Eq.HI-lb D1O at 0.00% 0.04 OK Eq.H1.1b Page12 D11 at 0.00% 0.03 OK Eq.H1-lb D12 at 0.00% 0.02 OK Eq.H1-lb D13 at 0.00% 0.03 OK Eq.Hl-lb 014 at 0.00% 0.04 OK Eq.H1-lb D15 at 0.00% 0.02 OK Eq.Hi-lb D16 at 0.00% 0.02 OK Eq.HI-lb D 17 at 0.00% 0.02 OK Eq.H1-lb D18 at 0.00% 0.03 OK Eq.Hl-lb D2 at 0.00% 0.04 OK Eq.H1-lb D3 at 0.00% 0.03 OK Eq.HI-lb D4 at 0.00% 0.03 OK Eq.H1-lb D5 at 0.00% 0.03 OK Eq.H1-lb D6 at 0.00% 0.04 OK Eq.HI-lb D7 at 0.00% 0.03 OK Eq.H1-lb D8 at 0.00% 0.02 OK Eq.H1-lb D9 at 0.00% 0.03 OK Eq.HI-lb _-__.--_.----.--_----_..________._____----_---_-_--.-_--_-_.____._____. 80 Dl at 50.00% 0.01 OK Eq.Ht-lb D10 at 43.75% 0.01 OK Eq.Hl-lb Dtt at 50.00% 0.01 OK Eq.Ht-lb 012 at 43.75% 0.01 OK Eq.HI-lb D13 at 50.00% 0.01 OK Eq.Hl-lb D14 at 43.75% 0.01 OK Eq.Hl-lb D15 at 50.00% 0.00 OK Eq.H1-lb 016 at 43.75% 0.00 OK Eq.H1-lb D17 at 50.00% 0.00 OK Eq.HI-lb D18 at 43.75% 0.00 OK Eq.H1.1b D2 at 50.00% 0.01 OK Eq. H1-lb D3 at 50.00% 0.01 OK Eq. HI-lb D4 at 43.75% 0.01 OK Eq.Hl-lb D5 at 50.00% 0.01 OK Eq.HI-lb D6 at 43.75% 0.01 OK Eq.H1-lb D7 at 50.00% 0.01 OK Eq.H1-lb D8 at 43.75% 0.01 OK Eq.Ht-lb D9 at 50.00% 0.01 OK Eq.HI-lb 81 D1 at 100.00% 0.02 OK Eq.H1-lb D10 at 100.00% 0.01 OK Eq.H1-lb D71 at 100.00% 0.02 OK Eq.HI-lb D12 at 100.00% 0.02 OK Eq.H1-lb D13 at 100.00% 0.02 OK Eq.H1-lb D14 at 100,00% 0.02 OK Eq.HI-lb D15 at 100.00% 0.01 OK Eq.Hl-lb D16 at 100.00% 0.01 OK Eq.H1-lb D17 at 100.00% 0.01 OK Eq.H1-lb D18 at 100.00% 0.01 OK Eq.HI-lb D2 at 100.00% 0.02 OK Eq.H1-lb D3 at 100.00% 0.02 OK Eq.H1-lb D4 at 100.00% 0.02 OK Eq.H1-lb D5 at 100.00% 0.01 OK Eq.H1-lb D6 at 100.00% 0.01 OK Eq.H1-lb D7 at 100.00% 0.02 OK Eq.Hl-lb D8 at 100.00% 0.02 OK Eq.H1-lb D9 at 100.00% 0.01 OK Eq.H1-lb PIPE 3x0.216 65 Di at 100.00% 0.09 OK Eq.H1-lb D10 at 100.00% 0.18 OK Eq.H1-lb D11 at 100.00% 0.33 OK Eq.HI-lb D12 at 69.79% 0.16 OK Eq.Hl-lb D13 at 100.00% 0.33 OK Eq.H1-lb D14 at 100.00% 0.18 OK Eq.H1-lb D15 at 100.00% 0.29 OK Eq.H1-lb Dl6 at 69.79% 0.16 OK Eq.Hl-lb Page13 017 at 100.00% 0.31 OK Eq.H1-lb D18 at 100.00% 0.17 OK Eq.H1-lb D2 at 100.00% 0.10 OK Eq.HI-lb 03 at 100.00% 0.19 OK Eq.Hl-lb D4 at 100.00% 0.11 OK Eq.H1-lb D5 at 100.00% 0.19 OK Eq.HI-lb D6 at 100.00% 0.12 OK Eq.HI-lb 07 at 100.00% 0.31 OK Eq.Hl-lb D8 at 69.79% 0.16 OK Eq. HI-lb D9 at 100.00% 0.32-- OK - ----Eq.H1-lb -_ 66 D1 at 100.00% 0.08 OK Eq.HI-lb D10 at 100.00% 0.20 OK Eq.Hl-lb DI at 100.00% 0.20 OK Eq.Hl-lb D12 at 100.00% 0.33 OK Eq.Hl-lb D13 at 100.00% 0.34 OK Eq.HI-lb D14 at 100.00% 0.20 OK Eq.HI-lb D15 at 100.00% 0.22 OK Eq.Hl-lb D16 at 100,00% 0.31 OK Eq.Hl-lb DI at 100.00% 0.32 OK Eq.HI-lb D18 at 100.00% 0.22 OK Eq.H1-lb D2 at 100.00% 0.07 OK Eq.HI-lb D3 at 70.83% 0.07 OK Eq.Hl-lb D4 at 100.00% 0.20 OK Eq.Hl-lb D5 at 100.00% 0.20 OK Eq.Hl-lb D6 at 100.00% 0.06 OK Eq.H1-lb D7 at 100.00% 0.20 OK Eq.Hi-lb D8 at 100.00% 0.33 OK - Eq.Hl-lb D9 at 100.00% 0.34 OK Eq. Hl-lb 67 D1 at 39.58% 0.02 OK Eq.Ht-lb D10 at 100.00% 0.31 OK Eq.H1-lb Dlt at 100.00% 0.20 OK Eq.H1-lb D12 at 100.00% 0.32 OK Eq.H1-lb D13 at 100.00% 0.22 OK Eq.Ht-lb D14 at 100.00% 0.31 OK Eq.H1-lb. D15 at 100.00% 0.20 OK Eq.HI-lb D16 at 100.00% 0.32 OK Eq.HI-lb D17 at 100.00% 0.22 OK Eq.H1-lb D18 at 100.00% 0.31 OK Eq.Hl-lb D2 at 81.25% 0.02 OK D3 at 100.00% 0.10 OK Eq.HI-lb D4 at 100.00% 0.16 OK Eq.H1-lb D5 at 100.00% 0.11 OK Eq.H1-lb D6 at 100.00% 0.15 OK Eq.HI-lb D7 at 100.00% 0.20 OK Eq.Hl-lb D8 at 100.00% 0.32 OK Eq.H1-lb D9 at 100.00% 0.22 OK Eq.H1-lb 68 D1 at 100.00% 0.06 OK Y� Eq.Hl-lb T D10 at 100.00% 0.43 OK Eq.HI-lb D11 at 100.00% 0.16 OK Eq.Hl-lb D12 at 100.00% 0.31 OK Eq.Ht-lb D13 at 70.83% 0.15 OK Eq.Hl-lb D14 at 100.00% 0.43 OK Eq.Hl-lb D15 at 100.00% 0.15 OK Eq.H1-lb D16 at 100.00% 0.32 OK Eq.H1-lb D17 at 70.83% 0.14 OK Eq.Hl-lb D18 at 100.00% 0.41 OK Eq.Hi-lb D2 at 100.00% 0.04 OK Eq.H1-lb D3 at 100.00% 0.11 OK Eq.HI-lb D4 at 100.00% 0.13 OK Eq.H1-lb D6 at 70.83% 0.07 OK Eq.HI-lb Page14 D6 at 100.00% 0.24 OK Eq.H1.1b D7 at 100.00% 0.16 OK Eq.HI-lb 08 at 100.00% 0.31 OK Eq.HI-lb D9 at 70.83% 0.15 OK Eq.Ht-lb 69 D1 at 23.75% 0.05 OK Eq.HI-lb D10 at 83.75% 0.22 OK - Eq.HI-lb D11 at 23.75% 0.28 OK Eq.HI-lb DI at 25.00% 0.21 OK Eq.HI-lb D13 at 23.75% 0.28 OK Eq.HI-lb D 14 at 83.75% 0.23 OK Eq.Hl-lb D15 at 23.75% 0.28 OK Eq.Hl-lb D16at25.00% 0.20 OK Eq.H7.1b D17 at 23.75% 0.28 OK Eq.H1-lb D18 at 83.75% 0.22 OK Eq.H1-lb D2 at 23.75% 0.04 OK Eq.Ht-lb D3 at 23.75% 0.14 OK Eq. Hi-lb D4 at 25.00% 0.12 OK Eq. Hl-lb D5 at 23.75% 0.14 OK Eq.H1-lb D6 at 83.75% 0.13 OK Eq.HI-lb D7 at 23.75% 0.28 OK Eq.H1-lb D8 at 25.00% 0.21 OK Eq.H1-lb D9 at 23.75% 0.28 OK Eq.HI-lb _.___--____-_- 73 Dt at 23.75% 0.05 OK Eq.H1-lb 010 at 83.75% 0.29 OK Eq.H1-lb D11 at 23.75% 0.30 OK Eq.Hl-lb 012 at 100.00% 0.21 OK Eq.H1-lb D13 at 23.75% 0.30 OK Eq.H1-lb D14 at 83.75% 0.30 OK Eq.Hi-lb D15 at 23.76% 0.30 OK Eq.Ht-lb 016 at 100.00% 0.22 OK Eq.Ht-lb D17 at 23.75% 0.30 OK Eq.Hi-lb D18 at 100.00% 0.28 OK Eq.HI-lb D2 at 23.75% 0.05 OK Eq.HI-lb D3 at 23.75% 0.15 OK Eq.H1-lb D4 at 32.50% 0.12 OK Eq.H1-lb D5 at 0.00% 0.16 OK Eq.Ht-lb D6 at 83.75% 0.17 OK Eq.HI-lb D7 at 23.75% 0.30 OK Eq.H1-lb D8 at 100.00% 0.21 OK Eq.H1-lb 09 at 23.75% 0.30 OK Eq.Ht-lb 74 Dl at 100.00% 0.05 OK Eq-H1-lb D10 at 50.00% 0.19 OK Eq.H1-lb D11 at 50.00% 0.25 OK Eq.HI-lb D12 at 50.00% 0.24 OK Eq.HI-lb D13 at 100.00% 0.21 OK Eq.Ht-lb D14 at 50.00% 0.19 OK Eq.HI-lb D15 at 50.00% 0.24 OK Eq.Hi-lb D16 at 50.00% 0.23 OK Eq.Hl-lb D17 at 50.00% 0.21 OK Eq.Hl-lb D18 at 50.00% 0.20 OK Eq.HI-lb D2 at 100.00% 0.04 OK Eq.HI-lb D3 at 50.00% 0.14 OK Eq.Hi-lb D4 at 50.00% 0.13 OK Eq.H1-lb D5 at 100.00% 0.13 OK Eq.HI-lb D6 at 50.00% 0.08 OK Eq.HI-lb D7 at 50.00% 0.25 OK Eq.Hi-lb 08 at 50.00% 0.24 OK Eq.H1.1b D9 at 100.00% 0.21 OK Eq.Hi-lb 75 D1 at 100.00% 0.06 OK Eq.HI-lb Page15 D10 at 100.00% 0.34. OK Eq.HI-lb 011 at 50.00% 0.19 OK Eq.H1-lb D12 at 100.00% 0.24 OK Eq.H1-lb DI at 50.00% 0.23 OK Eq.Hl-lb D14 at 100.00% 0.34 OK Eq.Ht-lb D15 at 50.00% 0.19 OK Eq.H1-lb D16 at 100.00% 0.25 OK Eq.H1-lb D17 at 50.00% 0.22 OK Eq.H1-lb D18 at 100.00% 0.32 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 50.00% 0.09 OK Eq.HI-lb D4 at 100.00% 0.09 OK Eq.Hl-lb D5 at 50.00% 0.12 OK Eq.H1-lb D6 at 100.00% 0.19 OK Eq. Hi-lb D7 at 50.00% 0.19 OK Eq.HI-lb DO at 100.00% 0.24 OK Eq.Hl-lb D9 at 50.00% 0.22 OK Eq.H1-lb T2L 4X4X3_8 32 D1 at 13.39% 0.13 OK Eq.Hl-lb DIO at 14.29% 0.14 OK Eq. Hi-lb D11 at 13.39% 0.15 OK Eq.Hl-lb D12 at 13.39% 0.12 OK Eq.H1-lb 013 at 14.29% 0.14 OK Eq.H1-lb D14 at 14.29% 0.16 OK Eq.HI-lb D15 at 13.39% 0.10 OK Eq.Hl-lb D16 at 13.39% 0.07 OK Eq.HI-lb D17 at 14.29% 0.09 OK Eq.Hi-lb D18 at 14.29% 0.11 OK Eq.HI-lb D2 at 13.39% 0.14 OK Eq.Hi-lb D3 at 13.39% 0.12 OK Eq.H1.1b D4 at 13.39% 0.11 OK Eq.H1-lb D5 at 14.29% 0.12 OK Eq.HI-lb D6 at 14.29% 0.13 OK Eq.HI-lb D7 at 13.39% 0.13 OK Eq.H1-lb DO at 13.39% 0.10 OK Eq.Hl-lb D9 at 14.29% 0.12 OK Eq.H1-lb 33 D1 at 50.00% 0.11 OK Eq.H1-lb D10 at 50.00% 0.09 OK Eq.HI-lb DI at 50.00% 0.09 OK Eq.H1-lb D12 at 50.00% 0.10 OK Eq.Hl-lb D13 at 50.00% 0.10 OK Eq.Hl-lb D14 at 50.00% 0.09 OK Eq.H1-lb D15 at 50.00% 0.07 OK Eq.Hl-lb 016 at 50.00% 0.07 OK Eq.H1-lb D17 at 50.00% 0.07 OK Eq.H1-lb D18 at 50.00% 0.07 OK Eq.Ht-lb D2 at 50.00% 0.09 OK Eq.HI-lb D3 at 50.00% 0.09 OK Eq.Hl-lb D4 at 50.00% 0.09 OK Eq.Hl-lb D5 at 50.00% 0.09 OK Eq.H1-lb D6 at 50.00% 0.09 OK Eq.HI-lb D7 at 60.00% 0.09 OK Eq.HI-lb DO at 50.00% 0.10 OK Eq.H1-lb 09 at 50.00% 0.10 OK Eq.HI-lb __-__---------------______________._.- 77 D1 at 100.00% 0.15 OK Eq.H1.1b D10 at 100.00% 0.19 OK Eq.H1-lb D11 at 100.00% 0.14 OK Eq.HI-lb D12 at 100.00% 0.12 OK Eq.HI-lb D13 at 100.00% 0.13 OK Eq.H1-lb D14 at 100.00% 0.19 OK Eq.HI-lb D15 at 100.00% 0.11 OK Eq.HI-lb Page16 016 at 100.00% 0.09 OK Eq.H1-lb D17at 100.00% 0.10 OK Eq. HI-lb D18at100.00% 0.16 OK Eq.H1-lb D2 at 100.00% 0.13 OK Eq.H1-lb D3 at 100.00% 0.13 OK Eq.Hl-lb D4 at 100.00% 0.12 OK Eq.H1-lb D5 at 100.00% 0.13 OK Eq.H1-1 b D6 at 100.00% 0.16 OK Eq.Ht-1 b D7 at 100.00% 0.14 OK Eq.H1-lb D8 at 100.00% 0.12 OK Eq.Hl-lb D9 at 100.00% 0.13 OK Eq.H1-lb -----_..... ____._-__-_-____. w 12X79 9 DI at 68.75% 0.13 OK Eq.HI-lb O10 at 68.75% 0.14 OK Eq.HI-lb DI at 53.57% 0.16 OK Eq.Hl-lb D12 at 52.68% 0.12 OK Eq.H1-lb D13 at 51.79% 0.15 OK Eq.HI-lb D14 at 68.75% 0.18 OK Eq.HI-lb D15 at 66.96% 0.09 OK Eq.HI-lb D16 at 41.96% 0.06 OK Eq.Hl-lb 017 at 68.75% 0.09 OK Eq.H1-lb D18 at 68.75% 0.12 OK Eq.HI-lb D2 at 51.79% 0.17 OK Eq.Hl-lb D3 at 66.96% 0.12 OK Eq.H1-lb D4 at 55.36°/h 0.10 OK Eq.H1-lb D5 at 68.75% 0.12 OK Eq.H1-lb D6 at 68.75% 0.13 OK Eq.HI-lb D7 at 66.96% 0.12 OK Eq.H1-lb D8 at 54.46% 0.09 OK Eq.H1-lb D9 at 68.75% 0.12 OK Eq.HI-lb 10 01 at 62.50% 0.02 OK Eq.H1-1b D10 at 62.50% 0.02 OK Eq.H1-lb D11 at 62.50% 0.02 OK Eq.H1-lb D12 at 62.50% 0.02 OK Eq.H1-lb D13at62.50% 0.02 OK Eq.H1-lb D14 at 62.50% 0.02 OK Eq.HI-lb D15 at 62.50% 0.02 OK Eq.H1-lb D 16 at 62.50% 0.02 OK Eq.H1-lb - D17at62.50% 0.02 OK Eq.HI-lb D18a162.50% 0.02 OK Eq.H1-lb D2 at 56.25% 0.02 OK Eq.H1-lb D3 at 56.25% 0.02 OK Eq.H1-lb D4 at 62.50% 0.02 OK Eq.H1-lb D5 at 62.50% 0.02 OK Eq.H1-lb D6 at 62.50% 0.02 OK Eq.HI-lb D7 at 62.50% 0.02 OK Eq.H1-lb D8 at 62.50% 0.02 OK Eq.HI-lb 09 at 62.50% 0.02 OK Eq. H1-lb 12 DI at 68.75% 0.10 OK Eq.Hl-lb D10 at 63.39% 0.09 OK Eq.Hl-lb D11 at 63.39% 0.12 OK Eq. HI-lb O12 at 68.75% 0.10 OK Eq. HI-lb D13 at 68.75% 0.11 OK Eq.HI-lb D14 at 63.39% 0.11 OK Eq.Hl-lb D15 at 64.290/6 0.07 OK Eq.H1-lb D 16 at 68.75% 0.06 OK Eq.H1-lb D17 at 68.75% 0.07 OK Eq.HI-lb D18 at 63.39% 0.07 OK Eq.Hl-lb D2 at 58.93% 0.12 OK Eq.H1-lb D3 at 64.29% 0.09 OK Eq.H7-lb D4 at 68.75% 0.08 OK Eq.Hi-lb Page17 D5 at 68.75% 0.09 OK Eq.H1-lb D6 at 63.39% 0.08 OK Eq.H1-lb D7 at 64.29% 0.09 OK Eq.H1-lb DB at 68.75% 0.08 OK Eq.H1-lb D9 at 68.75% 0.09 OK Eq.H1-lb 13 D1 at 67.86% 0.17 OK Eq.HI-lb D10 at 67.86% 0.13 OK Eq.Hl-lb Dl I at 67.86% 0.20 OK Eq.Hl-lb D12 at 63.39% 0.20 OK Eq.Hi-lb D13 at 63.39% 0.19 OK Eq.Hi-lb D14 at 58.93% 0.17 OK Eq.Hl-lb D15 at 67.86% 0.13 OK Eq.H1-lb Dl6 at 64.29% 0.13 OK Eq.Ht-lb 017 at 64.29% 0.11 OK Eq.H1-lb D18 at 67.86% 0.09 OK Eq.H1-lb D2 at 58.93% 0.21 OK Eq. HI-lb D3 at 67.86% 0.16 OK Eq.H1-lb D4 at 64.29% 0.16 OK Eq.HI-lb 05 at 63.39% 0.15 OK Eq.Hl-lb D6 at 67.86% 0.14 OK Eq.Hl-lb D7 at 67.86% 0.16 OK Eq.Hl-lb DB at 64.29% 0.17 OK Eq.H1-lb D9 at 64.29% 0.15 OK Eq.H1-lb 30 Dl at 57.81% 0.07 OK^� .... Eq.H1-lb ` D10 at 85.94% 020 OK Eq.Hl-lb D11 at 28.13% 0.13 OK Eq.H1-lb D12 at 28.13% 0.09 OK Eq.H1-2 Dl3 at 56.25% 0.22 OK Eq.H1-lb D14 at 85.94% 0.20 -OK Eq.H1-lb D15 at 28.13% 0.14 OK Eq.Hl-lb D 16 at 28.13% 0.13 OK Eq.Ht-lb D 17 at 56.25% 0.21 OK Eq.Ht-lb D18 at 57.81% 0.18 OK Eq.H1-lb 02 at 57.81% 0.06 OK Eq.Hl-lb D3 at 28.13% 0.04 OK Eq.Hl-lb D4 at 28.13% 0.05 OK Eq.HI-2 05 at 56.25% 0.14 OK Eq.H1-lb D6 at 57.81% 0.13 OK Eq. Hl-lb D7 at 28.13% 0.13 OK Eq.H1-lb D8 at 29.69% 0.08 OK Eq.Ht-lb 09 at 56.25% 0.22 OK Eq.HI-lb W 12X40 1 Dl at 37.50% 0.13 OK Eq.HI-lb D10 at 37.50% 0.12 OK Eq.H1-lb DI at 37.50% 0.12 OK Eq.H1-lb D12 at 36.25% 0.11 OK Eq.HI-lb D13 at 37.50% 0.12 OK Eq.Ht-lb D14 at 37.50% 0.13 OK Eq.H1-lb D15 at 37.50% 0.08 OK Eq.Hl-lb D16 at 36.25% 0.08 OK Eq.Hl-lb D17 at 37.50% 0.08 OK Eq.Hl-1 b D18 at 36.25% 0.09 OK Eq.HI-lb D2 at 37.50% 0.12 OK Eq.Hl-lb D3 at 37.50% 0.11 OK Eq.HI-lb D4 at 37.50% 0.10 OK Eq.HI-lb D5 at 37.50% 0.11 OK Eq.H1-lb D6 at 37.50% 0.11 OK Eq.HI-lb D7 at 37.50% 0.11 OK Eq.Hi-lb D8 at 36.25% 0.10 OK Eq.H1-lb D9 at 37.50% 0.11 OK Eq.HI-lb Page18 2 D1 at 36.98% 0.29 OK Eq.HI-lb D10 at 36.98% 0.24 OK Eq.HI-lb DI at 37.50% 0.34 OK Eq.H1-lb D12 at 36.98% 0.32 OK Eq.HI-lb D13 at 36.98% 0.27 OK Eq.Hi-lb D14 at 36.98% 0.29 OK Eq.Hl-lb D15 at 36.98% 0.23 OK Eq.H1-lb D16 at 36.98% 0.22 OK Eq.H1-lb D17 at 36.98% 0.15 OK Eq.H1-lb D18 at 36.98% 0.19 OK Eq.HI-lb D2 at 36.98% 0.34 OK Eq.H1-lb D3 at 37.50% 0.27 OK Eq.H1-lb D4 at 36.98% 0.26 OK Eq.H1-lb D5 at 36.98"/6 0.23 OK Eq.H1-lb O6 at 36.98% 0.24 OK Eq.HI-lb D7 at 37.50% 0.29 OK Eq.H1-lb D8 at 36.98% 0.27 OK Eq.HI-lb D9 at 36.98% 0.21 OK Eq.HI-lb 7 D1 at 28.41% 0.55 With warnings Y Eq.Hl-lb D10 at 28.41% 0.61 With warnings Eq.H1-1 b DI at 28.98% 0.54 With warnings Eq.Hl-lb D12 at 28.98% 0.41 With warnings Eq.Hl-lb D13 at28.41% 0.55 With warnings Eq.H1-lb D14 at 28.41% 0.68 With warnings Eq.Ht-1 b D15 at 28.98% 0.35 With warnings Eq.H1-lb D16 at 18.18% 0.23 With warnings Eq.Hl-lb D17 a128.41% 0.36 With warnings Eq.HI-lb D18 at 28.41% 0.49 With warnings Eq.H1-lb D2 at 28.41% 0.58 With warnings Eq.H1-lb D3 at 28.98% 0.47 With warnings Eq.HI-lb D4 at 28.98% 0.41 With warnings Eq.H1-lb D5 at 28.41% 0.48 With warnings Eq.H1-lb D6 at 28.41% 0.54 With warnings Eq.HI-lb D7 at 28.98% 0.47 With warnings Eq.H1-lb D8 at 28.98% 0.35 With warnings Eq.HI-lb D9 at 28.41% 0.48 With warnings Eq.HI-lb 8 D1 at 28.65% Y"0.38 With warnings Eq.H1-lb Y 010 at 28.65% 0.34 With warnings Eq.H1-lb DI at 28.65% 0.40 With warnings Eq.HI-lb D12 at 28.65% 0.38 With warnings Eq.H1-lb D13 at 28.65% 0.39 With warnings Eq.HI-lb D14 at 28.65% 0.41 With warnings Eq.Hl-lb D15at28.65% 0.25 With warnings Eq.Hl-lb D16at28.65% 0.23 With warnings Eq.H1-lb D17at28.65% 0.24 With warnings Eq.H1-lb D18at28.65% 0.26 With warnings Eq.HI-lb D2 at 28.65% 0.44 With warnings Eq.H1-lb D3 at 28.65% 0.33 With warnings Eq.H1-lb D4 at 28.65% 0.32 With warnings Eq.H1-lb D5 at 28.65% 0.33 With warnings Eq.H1-lb D6 at 28.65% 0.33 With warnings Eq.Ht-1 b D7 at 28.65% 0.33 With warnings Eq.Hl-lb D8 at 28.65% 0.31 With warnings Eq.Hl-lb D9 at 28.65% 0.32 With warnings Eq.H1-lb WSX10 14 D1 at 100.00% 0.07 OK V y Eq.H1-lb D10 at 100.00% 0.06 OK Eq.H1-lb DI at 100.00% 0.08 OK Eq.HI-lb D12 at 100.00% 0.08 OK Eq.HI-lb D13 at 100.00% 0.08 OK Eq.H1-lb D14 at 100.00% 0.07 OK Eq.HI-lb Page19 D15 at 100,00% 0.06 OK Eq.H1-lb D16 at 100.00% 0.06 OK Eq.Hi-lb D17 at 100.00% 0.05 OK Eq. HI-lb D18 at 100,00% 0.05 OK Eq.H1-lb D2 at 100.00% 0.08 OK Eq.Hl-lb D3 at 100.00% 0.07 OK Eq.H1-lb D4 at 100,00% 0.07 OK Eq.HI-lb D5 at 100.00% 0.06 OK Eq. H1-lb D6 at 100.00% 0.06 OK Eq.Hl-lb D7 at 100,00% 0.07 OK Eq.HI-lb D8 at 100.00% 0.07 OK Eq. H1-lb D9 at 100.00% 0.07 OK Eq. Hl-lb 15 D1 at 0.00% 0.11 OK Eq. Hl-lb D10 at 0.00% 0.12 OK Eq. Hl-lb Dl1 at 0.00% 0.12 OK Eq. HI-lb D12 at 100.00% 0.09 OK Eq. Hl-lb D13 at 0.00% 0.11 OK Eq.HI-lb D14 at 0.00% 0.14 OK Eq. Hl-lb D15 at 0.00% 0.08 OK Eq.Hl-lb D16 at 100.00% 0.06 OK Eq.Ht-lb D17at0.00% 0.07 OK Eq.HI-lb D18 at 0.00% 0.10 OK Eq. Hl-lb D2 at 0.00% 0.12 OK Eq.Hl-lb D3 at 0.00% 0.10 OK Eq.H1-lb D4 at 0,00% 0.09 OK Eq.Hl-lb D5 at 0.00% 0.10 OK Eq.H1-lb D6 at 0.00% 0.11 OK Eq. H1-lb D7 at 0.00% 0.10 OK Eq.H1-lb D8 at 100.00% 0.08 OK Eq.HI-lb D9 at 0,00% 0.10 OK Eq. Hl-lb ---------18 D1 at 100.00% 0.11 N`-OK Eq HI-lb _----. D10 at 100.00% 0.13 OK Eq.HI-lb D11 at 100.00% 0.11 OK Eq.H1-lb Dl2 at 100.00% 0.08 OK Eq.HI-lb D13 at 100.00% 0.12 OK Eq.HI-lb D14 at 100.00% 0.15 OK Eq.H1-lb D15 at 100.00% 0.07 OK Eq.HI-lb D16 at 100.00% 0.04 OK Eq.HI-lb D17 at 100.00% 0.08 OK Eq. Hl-lb 018 at 100.00% 0.11 OK Eq. H1-lb 02 at 100.00% 0.12 OK Eq.H1-lb D3 at 100.00% 0.10 OK Eq. HI-lb D4 at IM00% 0.08 OK Eq. H1-lb 05 at 100.00% 0.10 OK Eq.H1-lb D6 at 100.00% 0.11 OK Eq. H1-lb D7 at 100,00% 0.10 OK Eq. Hl-lb D8 at 100.00% 0.07 OK Eq.Hl-lb D9 at 100.00% 0.10 OK Eq. H1-lb _________-______.____�� ----------- 17 DI at 100.00% 0.05 OK Eq. Hl-lb D10 at 75.00% 0.03 OK Eq.H1-lb Dl1 at 100.00% 0.06 OK Eq.HI-lb D12 at 100.00% 0.07 OK Eq.Hi-lb D13 at 100.00% 0.06 OK Eq.Hl-lb D14 at 75.00% 0.04 OK Eq.H1-lb D15 at 100.00% 0.04 OK Eq.HI-lb D16 at 100.00% 0.05 OK Eq.Hi-lb D17 at 100.00% 0.04 OK Eq.H1-lb D18 at 75.00% 0.02 OK Eq.Hi-lb D2 at 100.00% 0.05 OK Eq.HI-lb D3 at 100.00% 0.05 OK Eq.H1-lb Page20 D4 at 100.00% 0.05 OK Eq.H1-lb D5 at 100.00% 0.05 OK Eq. H1-lb D6 at 75.00% 0.04 OK Eq.HI-lb D7 at 100.00% 0.05 OK Eq.H1-lb D8 at 100.00% 0.06 OK Eq.HI-lb D9 at 100.00% 0.05 OK Eq. H1-lb 18 D1 at 0.00% 0.07 OK Eq.H1-lb D10 at 0.00% 0.09 OK Eq.Ht-lb D11 at 0.00% 0.07 OK Eq. HI-lb D12 at 100.00% 0.08 OK Eq.HI-lb D13 at 0.00% 0.07 OK Eq.HI-lb D14 at 0.00% 0.10 OK Eq.H1-lb D15 at 0.00% 0.05 OK Eq. H1.1b D16 at 100.OD% 0.06 OK Eq. H1-lb D17 at 0.00% 0.05 OK Eq.HI-lb D18 at 0.00% 0.07 OK Eq.Hi-lb D2 at 0.00% 0.07 OK Eq.H1-lb D3 at 0.00% 0.06 OK Eq. HI-lb D4 at 100.00% 0.06 OK Eq.HI-lb D5 at 0.00% OM OK Eq.Hl-lb D6 at 0.00% 0.07 OK Eq.H1-lb D7 at 0.00% 0.06 OK Eq. Ht-lb D8 at 100.00% 0.07 OK Eq. HI-lb D9 at 0.00% 0.06 OK Eq.Hl-lb 19 DI at 100.00% 0.07 OK Eq. HI-lb D10 at 100.00% 0.09 OK Eq.H1-lb D11 at 100.00% 0.07 OK Eq.H1-lb Dl2 at 100.00% 0.03 OK Eq.H1-1 b D13 at 100.00% 0.07 OK Eq.H1-lb 014 at 100.00% 0.10 OK Eq.Hl-lb D15 at 100.00% 0.D4 OK Eq.H1-lb D16 at 100.00% 0.01 OK Eq.H1-lb 017 at 100.00% 0.05 OK Eq.H1-lb D18 at 100.00% 0.08 OK Eq.H1-lb D2 at 100.00% 0.07 OK Eq.H1-lb 03 at 100.00% 0.06 OK Eq.Hl-lb D4 at 100.00% 0.04 OK Eq.HI-lb D5 at 100.00% 0.06 OK Eq.H1-lb D6 at 100.00% 0.08 OK Eq.H1-1 b D7 at 100.00% 0.06 OK Eq.HI-lb D8 at 100.00% 0.03 OK Eq.H1-lb D9 at 100.00% 0.06 OK Eq.H1-lb ._...---------_---_.._..-___-________________________-�._ 20 D1 at 100.00% 0.05 OK Eq.H1-lb D10 at 100.00% 0.03 OK Eq.HI-lb D11 at 100.00% 0.06 OK Eq.H1-lb D12 at 100.00% 0.06 OK Eq.Ht-lb D13 at 100.00% 0.05 OK Eq. Ht-lb D14 at 100.00% 0.03 OK Eq.H1-lb D15 at 100.00% 0.04 OK Eq.H1-lb D16 at 100.00% 0.04 OK Eq.Ht-lb 017 at 100.00% 0.03 OK Eq.Hl-lb D18 at 100.00% 0.02 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.05 OK Eq.Hi-lb D4 at 100.00% 0.05 OK Eq.Ht-1 b D5 at 100.00% 0.04 OK Eq.Ht-lb D6 at 100.00% 0.03 OK Eq.HI-lb D7 at 100.00% 0.05 OK Eq.HI-lb 08 at 100.00% 0.05 OK Eq.H1-1 b D9 at 100.00% 0.04 OK Eq.H1-lb Page21 21 D1 at 21.88% 0.05 OK Eq.HI-lb ^^ D10 at 0.00% 0.05 OK Eq.H1-lb DI at 100.00% 0.05 OK Eq. HI-lb D12 at 100.00% 0.06 OK Eq. Hl-lb D13 at 21-88% 0.05 OK Eq.H1-lb D14 at 0.00% 0.06 OK Eq.H1-lb D15 at 21.88% 0.04 OK Eq.HI-lb D16 at 100.00% 0.04 OK Eq. Hl-lb D17 at 21.88% 0.03 OK Eq.H1-lb 018 at 0.00% 0.04 OK Eq.HI-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 18.75% 0.04 OK Eq.HI-lb D4 at 100.00% 0.05 OK Eq.Hl-lb D5 at 21.88% 0.04 OK Eq. H1-lb D6 at 21.88% 0.05 OK Eq.H1-lb D7 at 21.88% 0.05 OK Eq.H1-lb D8 at 100.00% 0.05 OK Eq.Hl-lb D9 at 21.68% 0.04 OK Eq. Hl-lb 22 D1 at 100.00% 0.04 OK Eq.H1-lb D10 at 100.00% 0.06 OK Eq.HI-lb D11 at 100.00% 0.05 OK - Eq. Hl-lb 012 at 100.00% 0.03 OK Eq. H1-lb Dl3 at 100.00% 0.04 OK Eq. Hl-lb D14 at 100.00% 0.07 OK Eq.HI-lb D15 at 100.00% 0.03 OK Eq.HI-lb Di6 at 100.00% 0.01 OK Eq.HI-lb D 17 at 100.00% 0.03 OK Eq.H1-lb D18 at 100.00% 0.05 OK Eq. H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.04 OK Eq.Hl-lb D4 at 100.00% 0.03 OK Eq.H1-lb D5 at 100.00% 0.04 OK Eq.H1-lb D6 at 100.00% 0.05 OK Eq.HI-lb D7 at 100,00% 0.04 OK Eq. H1-lb D8 at 100.00% 0.02 OK Eq. H1-lb D9 at 100.00% 0-04 OK Eq.HI-lb 23 DI at 100.00% 0.05 OK Eq.H1-lb D10 at 100.00% 0.04 OK Eq. HI-lb D11 at 100.00% 0.07 OK Eq.HI-lb D12 at 100.00% 0.07 OK Eq.HI-lb D13 at 100.00% 0.06 OK Eq.HI-lb D14 at 100.00% 0.05 OK Eq. H1-lb 015 at 100.00% 0.05 OK Eq.HI-lb D16 at 100.00% 0.04 OK Eq.HI-lb D17 at 100.00% 0.04 OK Eq.Hl-lb D18 at 100.00% 0.03 OK Eq. H1-lb D2 at 100.00% 0.06 OK Eq. H1-lb D3 at 100.00% 0.05 OK Eq.HI-lb D4 at 100.DO% 0.05 OK Eq.HI-lb D5 at 100.00% 0.04 OK Eq. Hl-lb D6 at 100,00% 0.04 OK Eq.H1-lb D7 at 100.00% 0.06 OK Eq.H1-lb DS at 100.00% 0.06 OK Eq. Hl-lb D9 at 100.00% 0.05 OK Eq.Hl-lb 24 Dl at 0.00% -------------0.08--_OK ��-- ---Eq.H1-lb W' D10 at 0.00% 0.07 OK Eq.Hl-lb D11 at 0.00% 0.08 OK Eq.Hl-lb D12 at 100.00% 0.07 OK Eq.H1-lb D13 at 0.00% 0.07 OK Eq.HI-lb Page22 D14 at 0.00% 0.08 OK Eq.H1-lb D15 at 0.00% 0.05 OK Eq.HI-lb D16 at 100.OD% 0.05 OK Eq.HI-lb D17 at 0.00% 0.04 OK Eq.H1-lb D18 at 0.00% 0.06 OK Eq.H1-lb D2 at 0.00% 0.07 OK Eq.H1-lb D3 at 0.00% 0.06 OK Eq.HI-lb D4 at 0.00% 0.05 OK Eq.H1-lb D5 at 0.00% 0.05 OK Eq.Hi-lb D6 at 0.00% 0.06 OK Eq.Hi-lb D7 at 0.00% 0.06 OK Eq.Hl-lb D8 at 100.00% 0.06 OK Eq.HI-lb D9 at 0.00% 0.06 OK Eq.H1-lb 25 D1 at 100.00% 0.06 OK Eq.Hl-lb D10 at 100.00% 0.06 OK Eq. H1-lb DI at 100.00% 0.07 OK Eq. HI-lb D12 at 100.00% 0.06 OK Eq.Ht-lb D13 at 100.00% 0.07 OK Eq.HI-lb D14 at 100.00% 0.08 OK Eq.HI-lb D15 at 100.00% 0.04 OK Eq.H1-lb D16 at 100.00% 0.04 OK Eq.Ht-lb D17 at 100.00% 0.04 OK Eq.HI-lb D18 at 100.00% 0.05 OK Eq.HI-lb D2 at 100.00% 0.07 OK Eq.H1-1 b D3 at 100.00% 0.05 OK Eq.H1-lb D4 at 100.00% 0.05 OK Eq.HI-lb D5 at 100.00% 0.05 OK Eq.HI-lb D6 at 100.00% 0.06 OK Eq.H1-lb D7 at 100.00% 0.06 OK Eq.Hl-lb D8 at 100.00% 0.05 OK Eq.H1-lb D9 at 100.00% 0.05 OK Eq.HI-lb Page23 $entley- Current Date:5/4/2016 1:32 PM Units system:English File name: W:\STRUCTURAL DEPARTMENTWNALYSIS SOFTWARE\RAM Elements\RAM Projects\Salem 2 MA.etz\ Analysis result Reactions My Y C-y PT FY Mx Fx �} F��-�' J L MZD Direction of positive forces and moments Forces rKlol _ Moments rKlo'ftl Node FX FY FZ MIX MY NIZ Condition D1=1.4DL 1 0.26990 6.43765 12.80263 6.47061 0.04915 -0.22987 2 -0.13023 2.64369 5.52222 2.81552 -0.01389 0.21568 3 0.01981 6.92373 -12.70374 -6.37191 0.01471 0.03651 4 -0.15949 3.29849 -5.62111 -2.79999 0.04002 0.08669 _-_-___-__-_-_-_._--__--____ SUM 0.00000 19.30356 0.00000 0.11424 0.08998 0.10891 Condition D2=1.2DL+1.6LL 1 0.27676 6.98219 14.78788 7.56383 0.05025 -0.23086 2 -0.14354 2.50841 5.32915 2.72575 -0.01651 0.24019 3 0.03222 8.22005 -14.69369 -7.28034 0.01352 0.02376 4 -0.16544 3.21447 -5.42334 -2.69382 0.04326 0.07335 SUM 0.00000 20.92511 0.00000 0.31543 0.09052 0.10644 Condition D3=1.2DL+O.8WL1 1 0.16119 5.20630 10.98315 5.26496 0.06452 -0.07171 2 -0.02642 2.23740 4.49106 2.21416 0.00166 0.01493 3 0.02079 6.24579 -12.30923 -6.44647 0.01414 0.02446 4 -0.15556 2.85643 -5.05898 -2.60340 0.03735 0.10794 SUM 0.00000 16.54591 -1.89400 -1.57076 0.11767 0.07562 Condition D4-1.2DL+0.8WL2 1 0.88956 6.64121 11.31376 5.66681 0.17237 -1.56650 2 0.33646 2.14537 4.50430 2.31139 0.09215 -0.70392 3 0.28507 6.02809 -11.33738 -5.75288 -0.13491 -0.50179 4 0.20110 2.73124 4.48067 -2.18979 -0.09250 -0.57711 SUM 1.71220 16.54591 0.00000 0.03553 0.03712 -3.34932 Pagel Condition D5=1.2DL+0.8WL3 1 0.27285 5.84143 10.97182 5.8250D 0.01437 -0.26610 2 -0.19123 2.29757 4.98231 2.61582 -0.02166 0.34356 3 -0.00258 5.61175 -9.48793 -4.49072 0.01797 0.06896 4 -0.07905 2.79516 -4.56579 -2.18605 0.04533 -0.03406 SUM 0.00000 16.54591 1.90040 1.76405 0.05602 0.11235 Condition D6-1.2DL+0.8WL4 1 -0.43671 5.39511 10,64131 5.43282 -0.10024 1.19177 2 -0.53538 2.38631 4.95875 2.51241 -0.10465 1.02519 3 -0.26840 5.84027 -10.43365 -5.16506 0.15646 0.59866 4 -0.47810 2.92422 -5.16641 -2.61963 0.16032 0.73235 SUM ---�`-----1.71860 16.54591 --- 0.00000 _ 0.16054 0.11190 3.54797 Condition D7-1.2DL+I.6WL1 1 0.09104 4.89461 10.99262 4.98368 0.08692 0.05360 2 0.05877 2.20877 4.24878 2.01501 0.01521 -0.15501 3 0.02461 6.55694 -13.72953 -7.43130 0.01568 0.01763 4 -0.17442 2.88558 -5.29987 -2.80682 0.04039 0.14167 .....---------_-----------_-----_-_________. BUM 0.00000 16.54591 3.78800 -3.23943 0.15820 0.05789 Condition D8=1.2DL+1.6WL2 1 1.54779 5.76442 11.65383 5.78738 0.30262 -2.93597 2 0.78454 2.02473 4.27527 2.20948 0,19620 -1.59271 3 0.55317 6,12156 -11.78585 -0.04412 -0.28242 -1.03487 4 0.53890 2.63520 -4.14325 -1.97960 -0.21930 -1.22843 -____.T___._.------------------.._...._____.-__________.__.________-_____-_._.._.. -_ SUM 3.42440 16.54591 0.00000 -0.02686 -0.00289 -6.79198 Condition D9=1.2DL+1.6WL3 1 0.31436 6.16487 10.96995 6.10377 -0.01338 -0.33517 2 -0.27083 2.32913 5.23128 2.81833 -0.03142 0.50225 3 -0.02214 5.28888 -8.08695 -3.51980 0.02334 0,10662 4 -0.02140 2.76303 -4.31348 -1,97211 0.05636 -0.14235 SUM 0.00000 16.54591 3.80080. 3.43018 0.03491 0.13135 Condition DIO=1.2DL+1.6WL4 1 -1.10476 5.27223 10.30894 5.31940 -0.24260 2.58057 2 -0.95915 2.50661 5.18418 2.61152 -0.19739 1.86551 3 -0.55379 5.74591 -9.97839 -4.86848 0.30032 1.16602 4 -0.81951 3.02116 -5.51473 -2.83927 0.28634 1.39048 Y y Y SUM 3.43720 16.54591 �^ �0.00000 v 0.22317 0.14667 7.00258 Condition DII-1.2DL+I.BWLI+LL 1 0.11943 5.80973 13.37649 6.24467 0.09200 0.03246 2 0.03883 2.36027 4.62117 2.21029 0.01233 -0.12043 3 0.03413 7.98533 -16.10752 -8.56799 0.01625 0.01292 4 -0.19239 3.12758 -5.67815 -2.99046 0.04599 0.14113 SUM 0.00000 19.28291 -3.78800 -3.1 D348 0.16657 0.066D7 Page2 Condition D12=1.2DL+I.BWL2+LL 1 1.57617 6.67955 14.03770 7.04837 0.30771 -2.95711 2 0.76460 2.17622 4.64766 2.40476 0.19332 -1.55813 3 0.56269 7.54994 -14.16383 -7.18081 -0.28185 -1.03958 4 0.52094 2.87720 -4.52153 -2.16324 -0.21370 -1.22898 SUM Y Y 3,42440 19.28291 0.00000 Y` 0.10908 ..._ 0.00548 6.78380 Condition D13=1.2DL+I.BWL3+LL 1 0.34275 7.08000 13.35381 7.36477 -0.00830 -0.35632 2 -0.29077 2.48062 5.60367 3.01361 -0.03430 0.53683 3 -0.01261 6.71727 -10.46493 -4.65649 0.02391 0.10191 4 -0.03936 3.00502 -4.69176 -2.15576 0.06196 -0.14289 ___-_______.--_---------_________________-__ -_____________-__.._______--__.�__ SUM 0.00000 19.28291 3.80080 3.56613 0,04328 0.13953 Condition D14=1.2DL+1.6WL4+LL 1 -1.07637 6.18736 12.69281 6.58039 -0.23752 2.55942 2 -0.97909 2.65810 5.55657 2.80680 -0.20027 1.90009 3 -0.54427 7.17429 -12.35637 -6.00517 0.30089 1.16131 4 -0.83747 3,26316 -5.89301 -3.02291 0.29194 1.38993 SUM -3.43720 19.28291 0.00000 0.35911 0.15504 7.01076 Condition D15=0.9DL+1.6WL1 1 0.03321 3.51511 8.24920 3.59712 0.07639 0.10286 2 0.08668 1.64227 3.06545 1.41169 0.01819 -0.20123 3 0,02036 5.07329 -11.00730 -6.06589 0.01252 0.00980 4 -0.14025 2.17877 -4.09534 -2.20682 0.03182 0.12312 SUM 0.00000 12.40943 -3.78800 -3.26391 0.13892 0.03455 Condition D76=0.9DL+1.OWL2 1 1.48995 4.38493 8.91041 4.40082 0.29209 -2.88671 2 0.81245 1.45822 3.09193 1.60615 0.19918 -1.63892 3 0.54892 4.63790 -9.06362 -4.67871 -0.28557 -1.04270 4 0.57308 1.92838 -2.93873 -1.37960 -0.22787 -1.24699 sum 3.42440 3.42440 12.40943 0.00000 -0.05134 -0.02217 -6.81532 Condition D17=0.9DL+1.6WL3 1 0.25653 4.78538 8.22652 4.71721 -0.02391 -0.28591 2 0.24292 1.76262 4.04795 2.21500 -0.02844 0.45603 3 -0.02638 3.80522 -5.36472 -2.15439 0.02019 0.09880 4 0.01277 2.05621 -3.10896 -1.37212 0.04779 -0.16090 -------_------__ SUM 0.00000 12.40943 3.80080 3,40570 0.01563 0.10801 Condition D18=0.9DL+1.6WL4 1 -1.16259 3.89274 7.56552 3.93284 -0.25313 2.62983 2 -0.93124 1.94010 4.00085 2.00820 -0.19441 1.81930 3 -0.55803 4.26225 -7.25616 -3.50308 0.29717 1.15820 4 -0.78533 2.31434 -4.31020 -2.23927 0.27777 1.37192 SUM -3.43720 - 12.40943 0.00000 0.19869 0.12739 6.97925 Page3 Envelope for nodal reactions Note: Ic Is the controlling load condition My �C--s x T Fy Mx Z I Fx Fz M2D Direction of positive forces and moments Envelope of nodal reactions for Di=1.4DL D2=1.2DL+1.6LL D3=1.2DL+0.8WL1 D4=1.2DL+0.8WL2 D5=1.2DL+0.8WL3 D6=1.2DL+0.8WL4 D7=1.2DL+1.6WL1 D8=1.2DL+1.6WL2 D9=1.2DL+1.6WL3 D10=1.2DL+1.6WL4 ' D11=1.2DL+1.6WL1+LL 012=1.2DL+1.6WL2+LL D13=1.2DL+1.6WL3+LL D14=1.2DL+1.6WL4+LL D15=0.9DL+1.6WL1 D16=0.9DL+1.6WL2 D17=0.9DL+1.6WL3 D18=0.9DL+1.6WL4 Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip) [Kip] [Kip*B) [KlWft) [Kip*B) 1 Max 1.576 D12 7.080 013 14.788 D2 7.56383 D2 0.30771 D12 2.62983 D18 Min -1.163 D18 3.515 D15 7.566 D18 3.59712 D15 -0.25313 D18 -2.95711 D12 2 Max 0.812 D16 2.658 D14 5.604 D13 3.01361 D13 0.19918 D16 1.90009 D14 Min -0.979 D14 1.458 D16 3.065 D15 1.41169 D15 -0.20027 D14 -1.63892 D16 3 Max 0.563 D12 8.220 D2 -5.365 D17 -2.15439 D17 0.30089 D14 1.16602 D10 Min -0.558 D18 3.805 D17 -16.108 D11 -8.56799 D11 -0.28557 D16 -1.04270 D16 4 Max^T 0.573 D16 3.298 Dt -2.939 D16 -1.37212 D17 0.29194 D14 _ 1.39048 D10 Min -0.837 D14 1.928 D16 -5.893 D14 -3.02291 014 -0.22787 D16 -1.24699 D16 Page4 Hudson Design Groupuc O Column Calculations Date: 05-04-16 Proiect Name: SALEM 2 MA Designed By: AA Checked By:-MSC H udson ®p Design GroupucO Check Building Columns: W 10x88 column Load Breakdown: Tributary Area: ((24.25 ft/2) + (24.25 ft/2)) . ((33.34 ft/2) + (33.34 ft/2)) 808 ft2 Live Loads Snow 31.5 psf x 808.5 ft2 = 254681bs. Service 40 psf x 808.5 ff2 (Floor 2-6) = 32339.80 Ibs. Dead Load — Roof 20 psf x 808.5 ft` 16170 lbs. -. Floor 50 psf x 808.5 ft2 (Floor 2-6) = 40425lbs. Verizon Platform Dead 8 live Load Verizon Platform 8221 lbs. Date: 05-04-16 Proiect Name: SALEM 2 MA Designed By: AA Checked By: MSC Hudson ®p Design GroupO Column Loadina Live Load Dead Load Total Load Ibs. Ibs. Ibs. verizon 8221.00 8221.00 Roof 25467.59 16169.90 41637.49 Sixth Floor 32339.80 40424.75 72764.55 Fifth Floor 32339.80 40424.75 72764.55 Forth Floor 32339.80 40424.75 72764.55 Third Floor 32339.80 40424.75 72764.55 Second Floor 32339.80 40424.75 72764.55 Total for WF10x112= 187166.59 226514.65 413681,2425 Project:Salem 2 MA °'a' Andres d S / Location:Building Column(Worse Case) t Hudson Design Group LLC Column 1600 Osgogo od Street,Suite 2-101, Bldg.20N or (2009 International Building Code(AISC 13th Ed ASD)) North Andover,MA 01845 A36 W 1 Ox112 x 11.34 FT Section Adequate By:33.0% StruCalc Version 8.0.113.0 5/4/2016 3:48:58 PM LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 187167 lb Dead Load: Vert-OL-Rxn= 227785 lb Total Load: Vert-TL-Rxn= 414952 lb , COLUMN DATA Total Column Length: 11.34 ft Unbraced Length(X-Axis)Lx: 11.34 it Unbraoed Length(Y-Axis)Ly: 11.34 it Column End Condtion-K(a): 1 Column Bending Coefficient 1 COLUMN PROPERTIES W 10x112-W Shapes Yield Stress: Fy= 36 ksi Modulus of Elasticity: E= 29 ksi Depth: d= 11.4 in 11.34 t Web Thickness: tw= 0.76 in Flange Width: bf= 10.4 In Flange Thickness: if= 1.25 in Distance to Web Toe of Fillet: k= 1.75 in Moment of Inertia(deflection): Ix= 716 in4 ly= 236 in4 Section Modulus: Sx= 126 in3 Sy= 45.3 1n3 Plastic Section Modulus: Zx= 147 in3 Zy= 69.2 in3 Red.of Gyration: rx= 4.66 in ry= 2.68 in Column Compression Calculations: KL/r Ratio: KLx/rx= 29.2 KLy/ry= 50.78 Controlling Direction for Compr. Calcs:(Y-Y Axls) -- Flexunal Budding Stress: Fcr= 31.43 ksl A' Controlling Equation F2-2 Nominal Compressive Strength: Pc= 619 kip AXIAL LOADING Combined Stress Calculations: Live Load: PL= 187167 lb H1 Controlling Controls: Dead Load: PD= 226515 Ib NOTE Combined Stress Factor:0.87 Column Self Weight: CSW= 1270 lb Total Load: PT= 414952 lb Y L�.� t IX I ai rat rot ^•� a$ _ 91X � � � f P 7�t 4 Yy- Pg�^a�' th E� }Y� f t � r t x. Hudson©!�IJ�1/� Design GroUPL V Roof Calculations Fy � a } c ayaare 5^it {sx ». �r+ 1 q 5 71',x� 'k �.� >r 1}x �� '+ i k+ ,�'s�$ sue• 6a � i mea�e � °.k' ,.w x 1;.F e�%�. t # '�bx $�. �4 z 3 ,E f 4% � 'W4t x N. �r.�,y .. st x f_— .•y. 4 try l.o'IIGa, � 3 a f k. �a E t# ; a t w . u Tom. ww Y p i� 4e h X r^ `•� �p. ��1 Y6Y1 EL eY J� � .l6A p4 �Y(i .�y .. .. TIM Pill - 3 ax ° � e a n a. IiTY VS t4 0* ��¢ .r 1 a .. 9�* `[l.M�§y�"'gi�� 8,u' �• }`i„ v� M li" !A �IfAl! j� ! 81 � ,�.� � d6 54 Date: 05-04-16 Proiect Name: SALEM 2 MA Designed By: AA CheckedBy:_MSC Hudson ®p Walpn Groupu.cO CHECK ROOF JOIST CAPACITY - BETA SECTOR 16H5 Length 24.25 ft.+/- Spacing 4.167 ft.+/- Resisting Moment 289 in-kip Maximum End Reaction 4300 Ibs. Load Breakdown Flar Roof Snow Load 31.5 psf 131.26 plf Roof Dead Load (Assumed) Metal deck 2 Rigid insul. 1 Membrane 1 Ceilings 3 Tar&Gravel 8 15 psf 62.505 plf Joist 7.8 plf Total= 70.305 plf *Antenna mount is assumed to be supported by(4) roof foists* Point Load 1 = 2650 lbs. (Verizon Frame) 4 662.50 lbs. *The existing cabinet by others is assumed to be supported by(2)roof foists* Point Load 2 = 1550 lbs. (Existing Cabinet) 2 775 lbs. Date: 05-04-16 Proiect Name: SALEM 2 MA Designed By: AA Checked By: MSC Hudson DosIpn GroupuO Calculate End Reactions Reaction A 3139.86 lbs. < 4300 lbs. O.KI Reaction B 3185.61 lbs. < 4300 lbs. O.KI Calculate Resistant Moment Moment= w12/8+ Pab/I+Pab/I = 21221.28 ft-lb = 254.66 in-kip < 289 in-kip O_K1 Conclusion The roof is capable of supporting the proposed and the existing loads. If field conditions differ from what is assumed in this report,then the engineer of record is to be notified as soon as possible. Date: 05-04-16 Project Name: SALEM 2 MA Designed By: AA Checked By:-MSC Hudson ®p Design Groupuc© CHECK ROOF JOIST CAPACITY - GAMMA SECTOR 16H5 Length 24.25 ft.+/- Spacing 4.167 ft.+/- Resisting Moment 289 in-kip Maximum End Reaction 4300 lbs. Load Breakdown Flar Roof Snow Load 31.5 psf 131.26 plf Roof Dead Load (Assumed) Metal deck 2 Rigid insul. 1 Membrane 1 Ceilings 3 Tar&Gravel 8 15 psf 62.505 plf Joist 7.8 plf Total= 70.305 plf *Antenna mount Is assumed to be supported by(4) roof foists* Point Load 1 = 2650 lbs. 4 = 662.50lbs. Dote: 05-04-16 Protect Name• SALEM 2 MA Designed By: AA Checked By: MSC Hudson p [>•dyn Group O. Calculate End Reactions Reaction A 2580.58 lbs. < 4300 lbs. O.K! Reaction B 2969.88 lbs. < 4300 lbs. O.K! Calculate Resistant Moment Moment= wl2/8+Pab/I 17446.15 ft-lb 209.35 in-kip < 289 in-kip O_K! Conclusion The roof is capable of supporting the proposed and the existing loads. If field conditions differ from what is assumed in this report,then the engineer of record is to be notified as soon as possible. STANDARD LOAD TABLE Based on a MaYIMU1n Allowable Tensile stress of 30,000 PSltt Jp OPEN WEB STEEL JOISTS, H SERIES - Adopted by the Steel Joist Institute October 1, 1974, Revised to November 7, 1983. Standard Load Table, Copyright Steel Joist Institute. Reprinted by permission. The black figures in.the following table give the TOTAL safe a deflection of 1/240 of the span may be obtained by multiply- uniformly distributed load-carrying capacities, in pounds per ing the figures in blue by 1.5. In no case shall the total load linear foot, of H Series Steel Joists. The weight of DEAD capacity of the joists be exceeds loads, including the joists, must be deducted to determine the Tests on steel joists designed in accordance with the Standard LIVE load carrying capacities of the joists. The load table may Specifications have demonstrated that the Standard Load Ta- .. be used for parallel chord joists installed to a maximum slope bles are applicable for concentrated top chord loadings (Such of V2 Inch per foot. as are developed in bulb-tee root construction) when the sum The figures shown in blue in this load table are the LIVE loads of the equal concentrated top chord loadings does not exceed .� the allowable uniform loading for the joist type and span and per linear foot of joist which will produce an approximate de- the loads are placed at spacings not exceeding 3311 along the flection of 1/360 of the span. LIVE loads which will produce top chord. .� towable total sate loads in pounds per_linear foot of H Series Sleel Joists-for joist depths 8r'to 16- _ ldl$T TYPE BH9 - 1GMa IOH4 12Ha 12M4 12HS 12N6 14Ma 14N4 144N5 14H6 14H7 18H4 ISMS 16MG ISM? ISMS L OVF(Inch ,) 8 10 10 12 12 12 12 14 14 14 14 14 16 P 16° 16 16 16(inchul _ _ _ V RESISTING MOM. gt 116 148 140 180 222 260 165 212 259 307 369 22 r Ilncn•Aip41 _ 1 280 344 413 478 MAR.ENO.REAc. 2400 2500 2800 2800 3200 3600 3900 3200 3500 3800 4200 4600 3800 4300' 4600 4900 5200 "' pounds) MOM. INERTIA 12.3 19S 24.5 28.9 37.8 44.3 52.6 40.1 52.4 61.4 73.2 86.2 64.5 79.3. 93S 112.6 129.5 (IGX MIGHT ft.) T 5.0 5.0 6.1 5.2 6.2 7.1 8.2 5.5 6.5 7.4 8.6 1 0.0 6.6 Imo./rt.t 17.8- 8.6 10.3 11.4 SPAN (ft.)8 600 500 560 467 533 600 650 457ig 600 857 475 538 575 613 650 9 533 500 560 467 533 600 650 457 600 657 475 53B575 613 65010 480 500 560 467 533 600 650 457 600 657 475 538 575 613 650 460 11 436 455 509 467 533 600 650 457 500 543 600 557 475 345 538 575 613 650 12 400 417 467 467 533 600 650 457 500 543 600 657 475 538 575 613 650 Its 266 13 9 385 431 431 492 554 600 457 500 543 600 657 475 538 575 613 650 209 337 417 r 14 310 357 400 400 457 514 557 457 500 543 600 657 475 538 575 613 650 167 270 334 393 15 270 333 373 373 427 480 520 427 467 507 560 613 475 538 575 613 650 W 136 219 271 320 418_ __ 16 232 302 350 350 400 450 488 400 438 475 525 575 475 538 575 613 650 112 181 223 264 345 404 480 366 17 268 329 323 376 424 459 376 412 447 494 541 447 506 541 576 612 151 166 220 287 337 400 305 398 18 239 288 356 400 433 389 422 467 511 422 476 511 544 578 127 157 185 242 284 337 257 336 393 413 19 214 273 259 =3 379 411 305 36B 400 442 484 400 453 484 516 547 108 133 157 206 241 266 218 285 334 399 470 351 432 20 193 247 2$3 300 360 390 275 350 380 420 460 430 460 490 520 92 114 135 177 207 246 187 245 287 342 403 301 370 437 _ __ 21 212 272 336 371 249 320 362 400 438 334 410 438 467 495 117 152 179 212 162 212 248 295 348 260 320 377 454 22 193 246 3C6 355 227 292 345 382 418 304 391 418 445 473 101 133 155 185 141 184 215 257 302 226 278 328 395 454 23 176 227 280 = 208 267 -T2T 365 400 279 364 400 426 452 89 116 136 162 123 151 189 225 265 198 243 287 346 398 jrl C241 162 208 257 301 191 245 300 350 383 256 t334' 383 408 433 78 102 120 142 1D8 142 166 198 233 174 1214 253 304 350 25 176 226 276 368 236 306 392 416 Ll _ 96 125 147 175 206 1 154 190 224 269 310 26 163 209 255 303 354 218 285 339 377 400 85 111 131 156 1 137 169 199 239 275 27 151 194 237 281 3JI 202 264 315 363 385 76 99 117 139 164 122 151 177 214 246 28 140 180 220 261 314 188 246 293 350 371 Lod 68 09 104 125 147 110 135 159 192 220 29 175 229 273 359 C 30 t Approximate Weights per Linear Foot of steel Joists only,Acceaenrles not included. 99 121 143 172 198 G` ft Foraneppmximetetotal loadcartying cepacnyeta maximumith.wable[ensile6tressu122,00o 164 214 255 306 347 pshe total load carrying capacity shown in the load table should be multi W Mo. plied by the ratio 89 110 129 156 179 31 •'PPSection 5.9 of the"Standard Specifications for Open Web Steel Joists,H Series"limits the 153 200 239 287 332 design LIVE load deflection. 81 99 117 141 162 32 144 1681 224 269 311 74 90 107 128 148 LOADS ABOVE THE COLORED LINES ARE GOVERNED BY SHEAR. H2 P i T IM Project:Salem 2 MA Andres Agudelo page/ Location:Roof Beam 1 Hudson Design Group LLC Multi-Loaded Multi-Span Beam 1600 Osgood Street,Suite 2-101,Bldg.20N m [2009 International Building Code(AISC 13th Ed ASD)] North Andover,MA 01845 A36 W21x55 x 33.0 FT Section Adequate By:23.6% StruCalc Version 8.0.113.0 5/4/2016 5:15:15 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Cents Live Load 0.62 IN U642 Dead Load 0.47 in Total Load 1.09 IN U363 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A 0- Live Load 12606 lb 12606 to - f ] Dead Load 11675 lb 9245 lb , Total Load 24281 lb 21851 lb Bearing Length 1.02 in 1.02 in BEAM DATA Center Span Length 33 ft - - 33ft- Unbraced Length-Top 0 ft /r Unbraced Length-Bottom 33 ft STEEL PROPERTIES W21 x55-A36 UNIFORM LOADS Center Uniform Live Load 764 pif Properties: Uniform Dead Load 485 plf Yield Stress: Fy= 36 ksi Beam Self Weight 55 pif Modulus of Elasticity: E= 29000 ksi Total Uniform Load 1304 pif Depth: d= 20.8 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.38 In Load Number One Two Flange Width: bf= 8.22 in Live Load 0 lb 0 lb Flange Thickness: tf= 0.52 in Dead Load 1550 Ib 1550 lb Distance to Web Toe of Fillet: k= 1.02 in Location 3 ft 4.13 ft Moment of Inertia About X-X Axis: Ix= 1140 in4 Section Modulus About X-X Axis: Sx= 110 In3 Plastic Section Modulus About X-X Axis: Zx= 126 In3 Design Properties per AISC 131h Edition Steel Manual: Flange Buckling Ratio: FBR= 7.87 Allowable Flange Buckling Ratio: AFBR= 10.79 - Web Buckling Ratio: WBR= 50.03 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unbraced Length: Lb= 0 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 7.2 ft Nominal Flexural Strength w/safety factor: Mn= 226347 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw,= 50.03 Limiting height to thickness ratio for eqn.G2-2:h/iw-limit= 63.58 Cv Factor: Cv= 1 Controlling Equation: G2.2 Nominal Shear Strength w/safety factor: Vn= 112320 lb Controlling Moment: 183072 ft-lb 16.17 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 24281 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rec'd Provided Moment of Inertia(deflection): 753.76 in4 1140 in4 Moment: 183072 ft-lb 226347 ft-lb Shear: 24281 Ib 1123201b NOTES Load Breakdown: Live Load:Snow=31.5 psfx24.25 ft.=764 pif Dead Load:Roof=20 psfx24.25 ft.=485 pif Project:Salem 2 MA Design page 4 Andres o / Location:Roof Beam 2 Hudson Design Group LLC Multi-Loaded Multi-Span Beam 1600 Osgood Street,Suite 2-101,Bldg.20N or [2009 International Building Gode(AISC 13th Ed ASD)] V9 North Andover,MA 01845 A36 W 18x50 x 33.0 FT Section Adequate By:93.1% StruCalc Version 8.0.113.0 5/4/20164:29:11 PM Controlling Factor.Moment LOADING DIAGRAM DEFLECTIONS Can er Live Load 0.44 IN U897 Dead Load 0.35 in Total Load 0.80 IN L/498 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 6336 lb 6336 lb t Dead Load 5414 lb 4951 lb ' Total Load 11750 lb 11287 lb Bearing Length 0.97 In 0.97 in BEAM DATA Center -- - Span Length 33 ft -A: 3Ml - .�B Unbraced Length-Top 0 k Unbraced Length-Bottom 33 k STEEL PROPERTIES W18x50-A36 UNIFORM LOADS Center Uniform Live Load 384 plf Properties: Uniform Dead Load 244 pif Beam Self Weight 50 plf Yield Stress: Fy= 36 ksi Total Uniform Load 678 pit Modulus of Elasticity: E= 29000 ksi Depth: d= 18 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.36 in Load Number One Flange Width: bf= 7.5 in Live Load 0 lb Flange Thickness: ft= 0.57 in Dead Load 663 lb Distance to Web Toe of Fillet: k= 0.97 in Location 5 It Moment of Inertia About X-X Axis: Ix= 800 in4 Section Modulus About X-X Axis: Sx= 88.9 in3 Plastic Section Modulus About X-X Axis: Zx= 101 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 6.58 Allowable Flange Buckling Ratio: AFBR= 10.79 Web Buckling Ratio: WBR= 45.23 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unbraced Length: Lb= 0 R Limiting Unbraced Length- for lateral-torsional buckling: Lp= 6.87 ft Nominal Flexural Strength w/safety factor: Mn= 181437 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/Iw= 45.23 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 63.58 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor. Vn= 92016 lb Controlling Moment: 93950 ft-Ib 16.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 11750 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Redd Provided Moment of Inertia(deflection): 385.92 1n4 800 in4 Moment: 93950 ft-lb 181437 ft-lb Shear: 11750 lb 92016 lb NOTES Load Breakdown: Live Load:Snow=31.5 psfx12.2 k.=384 pif Dead Load:Roof=20 psfx12.2 k.=244 pft Project:Salem 2 MA Peep Design Andres o / Location:Root Beam 3 � Hudson Design Group LLC Multi-Loaded Multi-Span Beam 1600 Osgood Street,Suite 2-101,Bldg.20N m 12009 International Building COde(AISC 13th Ed ASD)) North Andover,MA 01845 A36 W 16x26 x 24.25 FT Section Adequate By: 1 StruCalc Version 8.0.113.0 5/4/2016 4:26:40 PM Controlling Factor:Momentent DEFLECTIONS--Center LOADING DIAGRAM Live Load 0.12 IN U2474 Dead Load 0.21 in Total Load 0.32 IN U902 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS 6 B Live Load 1601 lb 1601 lb t Dead Load 3328 lb 1989 It, ' Total Load 4929 lb 3590 lb Bearing Length 0.75 in 0.75 in BEAM DATA Ciade --- Span Length 24.25 ft zags ft— - -- Unbraced Length-Top 0 ft A­ Unbraced Length-Bottom 24.25 ft STEEL PROPERTIES W 16x26-A36 UNIFORM LOADS Cent r Uniform Live Load 132 plf Uniform Dead Load 84 plf Properties: Beam Self Weight 26 pif ModulusStrof Fy= 36 ksi Total Uniform Load 242 pif Modlus of Elasticity: E= 29000 ksi Depth: d= 15.7 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.25 in Load Number One Flange Width: bf= 5.5 In Live Load 0 lb Flange Thickness: tf= 0.35 In Dead Load 2650 lb Distance to Web Toe of Fillet: k= 0.75 in Location 6 ft Moment of Inertia About X-X Axis: Ix= 301 in4 Section Modulus About X-X Axis: Sx= 38.4 in3 Plastic Section Modulus About X-X Axis: Zx= 44.2 in3 Design Properties per AISC 13th Edition Steel Manual; Flange Buckling Ratio: FBR= 7.97 Allowable Flange Buckling Ratio: AFBR= 10.79 Web Buckling Ratio: WBR= 56.82 Allowable Web Buckling Ratio: AWBR= 106.72 - Controlling Unbraced Length: Lb= 0 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 4.66 ft Nominal Flexural Strength w/safety factor: Mn= 79401 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 56.82 Limiting height to thickness ratio for eon.G2-2:h/tw-limit= 63.58 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 56520 lb Controlling Moment: 26627 ft-lb 9.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4929 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reed Provided Moment of Inertia(deflection): 80.05 in4 301 in4 Moment: 26627 ft-lb 79401 ft-lb Shear: 4929 lb 56520 lb NOTES Load Breakdown: Live Load:Snow=31.5 psfx4.167 ft.=132 plf Dead Load:Roof=20 psfx4.167 ft.=84 pit Table 2.2.1 Dimensions and Primary Properties--Steel Sections 1953-1970 Compact Section Criteria Elastic Pro erties Plastic Modulus Axis x-x Axis - Desig- bf/2tf h/tw Fy"' X1 X2 x 106 Ix Sx rx ly Sr3.5 Zx Zy nation ksi ksi 1/ksi)2 in-4 in.3 in. in.4 in.3 in.3 in.3 W33x240 5.67 34.5 41 2503 4047 13600 813 13.9 933 118 919 182 W33x220 6.20 36.9 36 2306 5644 12300 742 13.8 841 106 838 164 W33x200 6.85 40.0 31 2103 8170 11100 671 13.7 750 95.2 756 147 W30x210 5.74 33.2 43 2583 3517 9890 651 12.6 757 100 3.5 735 155 W30x190 6.35 36.3 37 2350 5122 8850 587 12.6 673 89.5 3.47 661 138 W30x172 7.04 39.3 32 2131 7535 7910 530 12.5 598 79.8 3.43 594 123 W27x177 5.92 31.8 47 2625 3284 6740 494 11.4 556 78.9 3.26 557 122 W27x160 6.52 34.9 39 2378 4831 6030 446 11.3 495 70.6 3.24 501 109 W27x145 7.16 38.3 33 2167 6959 5430 404 11.3 443 63.5 3.22 453 97.6 W24x160 6.21 31.8 47 2696 2792 5120 414 10.4 530 75.2 3.35 465 115 W24x145 6.88 34.3 41 2450 41D7 4570 373 10.3 471 67.1 3.32 417 103 W24x130 7.78 36.9 36 2197 6378 4020 332 %2 412 58.9 3.28 370 90.2 W24x120 6.50 37.7 35 2283 5743 3650 300 10.2 274 45.4 2.78 338 69.9 W24x110 7.04 41.0 29 2100 7926 3330 276 10.1 249 41.4 2.77 309 63.6 W24x100 7.74 44.6 25 1919 11342 3000 250 10.1 223 37.2 2.75 280 57.2 W24x61 5.94 50.6 21 1683 26114 1540 130 9.25 34.3 9.76 1.38 152 15.6 - -° -1 21 WF55' -7.87' _ �.-49.1 27 . ' 1647 24897 1140.7 109.7 . . 8.4 44.0 10.7 - 1.65 _ .124 .. -18.3 W18x114 5.97 25.4 - 3183 1419 2040 220 7.79 274 -46.3 2.86 248 70.9 VAMArin5 A A7 77 7 An 70AA WA7 1Arn 7n7 7 75 7dQ d7 1 9 AA 977 Ad 7 Table 2.2.1 Dimensions and Primary Properties-Steel Sections 1963-1970 Area Depth Web Thickness Flange Width Flangeg Thickness Distance Desig- Wt.per it A d d tw tw tw/2 bf bf ff if T k kt nation lb in.2 in. in. in. in. in. in. in. in. in. in. in. in. MUM 240 70.60 33.50 33 1/2 0.830 13/16 7/16 15.865 15 7/8 1.400 1 3/8 28 5/8 2 7/16 1 3/8 MUM 220 64.80 3325 33 1/4 0.775 3/4 3/8 15.810 15 3/4 1.275 1 1/4 28 5/8 2 5/16 1 3/8 W33x200 200 58.90 33.00 33 .71 0 5 11/16 3/8 15.75 0 15314 1.150 1 11 8 28 5/8 2 3l16 1 3/8 W30x210 210 61.90 30.38 30 318 0.775 314 3/8 15.105 15 1/8 1.315 1 5/16 25 3/4 2 5/16 1 5116 W30x190 190 56.00 30.12 30 1/8 0.710 11/16 3/8 15.040 15 1.185 1 3116 25 3/4 2 3/16 1 5/16 W30x172 172 50.70 29.88 297/8 0.655 5/8 5/16 14.985 15 1.065 1 1/16 25314 2 1116 11/4 W27x177 177 52.20 27.31 271/4 0.725 3/4 318 14.090 141/8 1.190 1 3/16 23 21/8 11/4 W27060 160 47.10 27.08 271/8 0.658 11/16 5116 14.023 14 1.075 1 1/16 23 2 1/16 1 1 A W27045 145 42.70 26.88 26 7/8 0.600 5/8 5116 13.965 14 0.975 1 23 1 15/16 1 3116 W24x160 160 47.10 24.72 24 3/4 0.656 5/8 5/16 14.091 14 1/8 1.135 1 1/8 207/8 1 15/16 1 1/16 W24145 145 42.70 24.49 241/2 0.608 5/8 5/16 14.043 14 1.020 1 20718 113/16 1 1/16 W24x130 130 38.30 24.25 24 1/4 0.565 9116 5/16 14.000 14 0.900 7/8 20 718 1 11/16 1 W24x120 120 35.40 24.31 241/4 0.556 9/16 114 12.088 121/8 0.930 15/16 207/8 111/16 1 W24110 110 32.50 24.16 241/8 0.510 1/2 1/4 12.042 12 0.855 718 20718 1518 1 W24000 100 29.50 24.00 24 0.468 7/16 1/4 12.000 12 0.775 314 207/8 1 9/16 15/16 W24x61 61 18.00 23.72 23 3/4 0.419 7/16 3/16 7.023 7 0.591 9116 21 1 3/8 15/16 21WF55:� 55 16.18 20.80 .20 3/4 .. �.0.375 3/8 . _ 3/16 .. . 8.215 B 114�- _ 0.522 1/2 18 5/8. -1_ 3/16 _3/4j W18xi14 114 33.50 18.48 181/2 0.595 5/8 5/16 11.833 117/8 0.991 1 151/8 111/16 15/16 V1112v1AR 1n6 on an 1Q 19 1G wa n9GA 0119 1IA 11700 11 'LA n011 19119 19 11Q 1AIG 19119 Table 2.2.1 Dimensions and Primary Properties-Steel Sections 1953-1970 Compact Section Criteria Elastic Pro erties Plastic Modulus Axis x-x Axis - Desig- bf12tf Wtw Fy"' X1 X2 x 106 Ix Sx rx IV I Sy ry Zx Zy nation ksi ksi tlksi 2 I in.4 I in.3 in. in.4 in.3 in. in.3 in.3 W10x72 6.29 15.2 4699 276 421 80.1 4.46 142 27.9 2.59 90.6 42.4 W10x66 6.76 17.0 - 4327 377 382 73.7 4.44 129 25.5 2.58 82.8 38.8 W10x29 5.80 28.0 53 2890 2126 158 30.8 4.3 16.3 5.61 1.38 34.7 8.62 W10x25 6.70 32.1 41 2503 3759 133 26.5 4.26 13.7 4.76 1.37 29.6 7.30 W10x21 8.46 34.0 39 2125 7613 107 21.5 4.15 10.8 3.75 1.32 24.1 5.77 W10x11.5 9.68 46.5 22 1554 34235 52 10.5 3.92 2.1 1.06 0.787 12.2 1.68 WBx20 6.97 25.8 61 2829 2312 69.4 17 3.43 9.22 3.5 1.25 19.1 5.37 W807 8.62 27.7 55 2437 4338 56.6 14.1 3.36 7.44 2.83 1.22 15.9 4.36 W6xi5.5 11.14 19.1 - 2848 2125 30.1 10 2.57 9,67 3.23 1.46 11.1 4.92 W6x8.5 10.15 26.2 56 2268 5992 14.8 5.08 2,43 1.98 1,01 0.889 5.71 1.55 W508.5 5.98 13.2 - 5098 200 25.4 9.94 2.16 8.89 3.54 1.28 11.3 5.39 M14x17.2 7.35 60.7 15 1414 55344 147 21.1 5.4 2.65 1.33 0.725 24.8 2.21 M10x29.1 7.63 19.0 - 3374 1467 131 26.6 3.92 11.2 3.76 1.14 30.9 6.51 1 OM25 7.81 22.9 - 2963 2338 117 23.6 3.99 9.84 3.36 1.16 28.3 6.72 M10x22.9 7.39 33.6 40 2577 3412 117 23.6 4.16 10 3,48 1.22 26.4 5.80 1OM21 7.65 35.0 53 2514 3772 107,5 21.7 4.17 9.3 3.24 1.22 25.5 6.31 M8x37.7 7.68 16.2 - 4089 491 132 32.6 3.46 40.4 10.1 1.91 36.6 16.0 M8x34.3 8.72 15.5 - 3779 689 116 29.1 3.4 34.9 8.73 1.86 32.6 13.9 M8x32.6 8.65 18.7 - 3579 806 114 28.4 3.44 34.1 8.58 1.89 31.6 13.6 BM28 8.87 16.0 - 3475 1093 90.1 22.5 3.31 17.73 5.33 1.47 25.6 8.57 M8x22.5 7.64 16.7 - 3678 971 68.2 17.1 3.22 7.48 2.77 1.06 19.7 4.79 M8x18.5 7.44 27.2 55 2970 1899 62 15.5 3.38 6.82 2.6 1.12 17.4 4.35 M7x5.5 5.78 47.9 22 1814 19465 12 3.44 2.73 0.249 0.239 0.392 4.03 0.398 M6x33.75 5.05 8.5 - 6841 68.4 64.7 20.7 2.55 21.4 6.99 1.47 24.1 11.1 M6x22.5 7.99 11.8 - 4665 318 41.2 13.7 2.49 12.4 4.08 1.37 15.6 6.63 M6x20 7.83 17.5 - 4059 488 39 13 2.57 11.6 3.9 1.4 14.5 6.25 M6x4.4 5.39 46.1 - 1895 - 7.2 2.4 2.36 0.165 0.179 0.358 2.80 0.30 M4x16.3 4.17 7.5 - 7956 36.7 14 6.67 1.71 4.44 2.25 0.962 7.85 3.58 M4xl3.8 5.39 7.6 - 6917 66.2 10.8 5.42 1.63 3.58 1.79 0.939 6.31 2.89 M403 5.31 9.4 - 6501 80.1 10.5 5.24 1.66 3.36 1.71 0.939 6.06 2.74 16B31 _ 6.25 50.8 25 _ 1767 18742 372.5 47 6.39 11.57 4.19 1.13 _ 53.8 7.03 16B26^ -_7 97-' -56 1` -20' _1502 38032 -298.1. „ 38.1 .,6.24 8.71_ 3.17 1.07 43.9 5.451 14B26 6.01 47.6 28 1908 13474 242.6 34.9 5.63 8.26 3.29 1.04 39.9 5.49 14B22 7.46 52.6 23 1632 26080 197.4 28.8 5.52 6.4 2.56 0.99 33.0 436 Table 2.2.1 Dimensions and Primary Properties-Steel Sections 1953-1970 Area Depth Web Thickness Flange Width Flange Thickness Distance Desig- Wt.per ft A d d tw tw tw/2 bf bf If if T k k1 nation lb in.2 in. in. in. in. in. in. in, in. in. in. in. in. W1Ox72 72 21.20 10.50 101/2 0.510 1/2 114 10.170 101/8 0.808 13/16 7314 1318 13/16 W10x66 66 19.40 10.38 103/8 0.457 7/16 1/4 10.117 101/8 0.748 314 7314 1 5116 3/4 WI Ox29 29 8.54 10.22 10114 0.289 5/16 1/8 5.799 53/4 0.500 1/2 81/8 1 1116 5/8 W1Ox25 25 7.36 10.08 10118 0.252 1/4 1/8 5.762 5314 0.430 7/16 81/8 1 518 W10x21 21 6.20 9.90 9718 0.240 1/4 1/8 5.750 5314 0.340 5116 8118 7/8 9/16 W10x11.5 11.5 3.39 9.87 9 7/8 0.180 3/16 1116 3.950 4 0.204 3116 8 3/8 314 9/16 WSx20 20 5.89 8.14 8 1/8 0,248 114 1/8 5.268 5 1/4 0.378 3/8 6 3/8 718 9/16 W807 17 5.01 &00 8 0.230 114 118 5.250 5 114 0.308 5116 6 318 13116 112 W6xl5.5 15.5 4.56 6.00 6 0.235 114 118 5.995 6 0.269 114 4112 314 112 W6x8.5 8.5 2.51 5.83 5718 0.170 3116 1116 3.940 4 0.194 3/16 4112 11/16 1/2 W5x18.5 18.5 5.43 5.12 51/8 0.265 114 1/8 5.025 5 0.420 7116 3112 13116 1/2 M14x17.2 17.2 5.05 14.00 14 0.210 ' 3/16 118 4.000 4 0,272 114 12 3/4 5/8 318 MIN29.1 29.1 8.56 9.88 9718 0.427 7116 3/16 5.937 57/8 0.389 3/8 8118 718 112 1OM25 25 7.35 9.90 9 718 0.350 3/8 3116 5.860 5 7/8 0.375 3/8 8 15116 11116 M10x22.9 22.9 6.73 9.88 9 718 0.242 1/4 118 5.752 5 3/4 0.389 3/8 8 1/8 718 7116 I OM21 21 6.18 9.90 9 7/8 0.240 114 118 5.740 5 314 0.375 3/8 8 3/8 314 5/8 MU37.7 37.7 11.10 8.12 8 118 0.377 318 3/16 8.002 8 0.521 112 6 1/8 1 1/2 M844.3 34.3 10.10 8.00 8 0.378 3/8 3/16 8.003 8 0.459 7/16 5 7/8 1 1116 518 M8x32.6 32.6 9.58 8.00 8 0.315 6116 3116 7.940 8 0.459 7/16 5 718 1 1116 518 8M28 28 8.23 8.00 8 0.390 3/8 3116 6.650 6518 0.375 3/8 6114 718 11/16 MW2.5 22,5 5.60 8.00 8 0.375 3/8 3116 5.395 5 3/8 0.353 3/8 6 1/4 7/8 1/2 M8xl 8.5 18.5 5.44 8.00 8 0.230 1/4 1/8 5.250 5 114 0.353 318 6 1/4 7/8 7116 M7x5.5 5.5 1.62 7.00 7 0.128 118 1/16 2.080 2 118 0.180 3116 6 118 7/16 114 M6z33.75 33.75 9.93 6.25 6114 0.488 112 1/4 6.114 6118 0.605 5/8 4118 1 1116 9116 M6x22.5 22.5 6.62 6.00 6 0.372 318 3/16 6.060 6 0.379 318 4318 13/16 1/2 M6x20 20 5.89 6.00 6 0.250 1/4 118 5.938 6 0.379 318 4 3/8 13116 7/16 M6x4.4 4.4 1.29 6.00 6 0.114 1/8 1/16 1.844 1 718 0.171 3/16 5 1/4 318 114 M4x16.3 16.3 4.80 4.20 4114 0.312 5116 1/8 3.938 4 0.472 112 23/8 15/16 1/2 M4x13.8 13.8 4.06 4.00 4 0.313 5/16 3/16 4.000 4 0.371 318 23/8 13116 1/2 M4x13 13 3.81 4.00 4 0.254 1/4 US 3.940 4 0.371 318 23/8 13/16 7116 16831 _ 31 9.12 15.84 15 7/8 0.275 1/4 1/8 5.525 5 112 0.442 7/16 14 15/16 9116 16B26 `_26.. _7.65 15.65' . '15 518 0.250 1/4' �118 5.500'.. 5 1/2 0.345 3/8 14 13/16 " 9/16' 14B26 26 7.65 13.89 13718 0.255 1/4 1/8 5.025 5 0.418 7/16 121/8 7/8 9/16J 14B22 22 6.47 13.72 13 314 0.230 114 118 5.ODO 5 0.335 5/16 12 118 13116 9/16 14817.2 17.2 5,05 14.00 14 0.210 3116 118 4.000 4 0.272 114 12 7/8 9/16 7/16 Hudson© Design Groupuc Reference Documents 4 'NN ga4U F# z �. ac.CIS } b � t f� j�(4�r• � � � Is .,X` k-5. -tea. .,,,, t��' I '-,1'•' � :�„ ,.,_,,,y µ ,K t yam �kaS,F vw ,t t+u4t �r - , ��r style V—, t s Jy m �r11r .J.V, � r � kit 45 taw . a Y a T"I 3 #41 fry A {�fIiW yI, t 11 M f � �ss... �,iG f✓ i 4 a a f ' h 1 f d S' � ' ayvvvv�+ya,,asso-nnyss t ka; rPs.ia A ' s 34 'YY.e, { k H14 � „ sUTa� s . r: 40 *�,. 4 AaXi �� Y k� 10 ♦ � � � �� tik'M'Wf$�*y W �Aiy� � S�a�ti�: IA N a r ,O'}ao-'�� a '� „"n`y��' """nd."fi.+�+�. I,»rrr.i{.,♦ +...�y '� ; to m at f t a ratf" a� •+yw� xw mw � r 4s ,�:).tb S � �� " - A'> � � ♦ '� -� . i.fa w' 1 S� '.f s as Van A Its at4° *� � a .mod ,'..yy�' t ♦ r Feu ,�t .+i� si-�;+ yp.� f W"�tt A+�r ha C�" Aft. f � � �. . a �p"EkAYr€�.'y+}e«+„ 'f � ♦ �? „= F °� %:: fas`s4 kI � 1 b3 ✓dp f [f F a, "i•, � 3a ei`�jF r a f � + Vat .y Men, ORM . Tl RA#i J �� .`w{ k�` kS.4 �. 1@ k �♦.� $ g ' h �u ♦, ♦ .t fit. �� r�a�;, s r'a � � � �-'� w� j xx r - � W r�. , � d «�A A �,9.. °W ,€.y`�"�S a'�r r -`r i � -,•�3. ,�fz� a Woo " � s�s @"� i e:.t a -*�, of x � y, 1, �• �"a'„� .,..r. �. xl� Ty t � , ♦ c v ,a q f Rr. .r`ibk� :w t �v�r �i 'I�`��F r-.- >�s.a-"a•.'E +r� �''�m '� da ., d Y� m r t } ''�.` k •'ri �. �Pr `. ken ��.... }`f�k"�YY. S�T`R -♦ � bx-:;, sk, +{Fk, �.+ p � �y .. Y� ,zx{Sr �.<k+.... -gyp Ed 1♦+�h YS+E L ryt '` �'7YJM"JG/ +! . Ira b. r +)fit# p,Y AWf 4 4 � ' t �k . µ '"t ..•i..e -x �. .� #3 .".sy ;S,t «' L„;i[p' t:: a•:,{" i '., }+ tt; 7}k,( Ye ft, � i a cRC6 of RR/GK _. Gi1f�Ye ° �( ti1 q g ��• .��- �.. � I � ��L -. rc 'c✓s�" �:_S,HvJ.L�_r`F �.f� \fxair � � ® � '1( 1. .P—� _ %J•/c'JY...— .•}4� 3 h f 149• 1 � 1 a , opni' � �'� � Jxl., ;—'J— {dlaw u _ _ r II ( rLrr_3G 2yK'9✓ i 1 I 7Yx�7G .,� !. ;k YM V S i .t rzii F ii e - FRCP'"OF BRICK i _y EL2V TOf9 ` r0'' . NS3 FEE O` _.. 3'4•-a' _ 32 ;o"' l3 3' 9.0` ,z S r3 0 3 la:G� �6� B.Si � x a .q r.,n -x. - ,u.d^- �'•`X - �.t ��TXLY,-'i'.. p� w „w x _ -�s fir. -•.. �, �ys x xRP' raP', rO lS.g .. :Dly`oi fLdYi S„ID.j�� 1¢`iyy d,� 4�Y 5 j 44 aD .p J h 5 ♦e. 4 "Ni :ipP )� v o _` jamNtt Vol j[ J � •i t �. 4. ik � X� � �fa Y l.. T ly •'t i _.�xi w M1. v W ,. , 111463 TITLE 47—TELECOMMUNICATIONS Page 1126 §1458.Unlicensed use in the 5 GHZ band' title shall be construed to prevent the Commis- (a) Modification of Commission regulations to sion from using relinquished or other spectrum allow certain unlicensed we to implement band plans with guard bands. (1)In general (b)Size of guard bands Sublect to paragraph (2), not later than 1 Such guard bands shall be no larger than is year after February 22. 2012. the Commission technically reasonable to prevent harmful inter- shall begin a proceeding to modify part 15 of ference between licensed services outside the title 47, Code of Federal Regulations, to allow guard bands. unlicensed U-NH devices to operate in the (c)Unlicensed use in guard bands 535M470 MHz band. The commission for on may permit the use of such (2)Required determinations guard bands for The Commission may make the modification unlicensed use. described in paragraph(1)only if the Commis- (d)Database sion, in consultation with the Assistant Sec- Unlicensed useshall rely on a database or sub- retary,determines that,-- Sequent methodology as determined by the Com- (A) licensed users will be protected by mission. dechulcal solutions, including use of exist- (e)Protections against harmful interference exist- ing,modified, or new spectrum-sharing tech- nologies and solutions, such as dynamic, fre- The Commission may not permit any we of a quency selection;and guard band that the Commission determines (B) the primary mission of Federal spec- would cause harmful interference to licensed trum users in the 5.g5O-6470 MHz hand will services, not be compromised by the introduction of unlicensed devices. (Pub. L. 112-m. title VI, §6407, Feb. 22, 2012, 126 (b)Study by NTIA Stat.231.) (1)In general §Ilb6.`Wireiess taoilitiee deployment The Assistant Secretary, In consultation modifications the Department of Defense and other im- (a)Facility patted agencies, shall conduct a study evalu- La)to general ating known and proposed spectrum-sharing g N to withstandr�'ng section 704 of the Tele- teehnologies and the risk to Federal users If communications QAct of Q3998 (Publt0 .Law unlicensed U-ND devices were allowed to oper- 04-104),or any other�Prov'Bien of law, a State ate 1n the 6980-5470 MHz band and in the or local'government.may not deny. and shall 5050-5925 MHz band. approve, any"eligible facilitbes[requcsQfor:a (2)Submission modification of an existing'wireless�tower or The Assistant Secretary shall submit to the base ,station that 'does not substantially { Commission and the Committee on Energy cha ige),the,.physical dimensions of s, uoh;tower i and Commerce of the House of Representatives `or`hase station. v and the Committee on Commerce, Science, (2)Eligible facilities request and Transportation of the Senate— (A) not later than 8 months after February For purposes of this subsection, the term 22, 2012, a report on the portion of the study "eligible facilities request"means any request required by paragraph(1)with respect to the for modification of an existing wireless tower 5350-5470 MHz band;and or base station that involves— (B) not later than 18 months after Feb- (A)collocation of new transmission equip- ruary 22.2012, a report on the portion of the ment; study required by paragraph (1)with respect (B)removal of transmission equipment; or to the 5860-5925 MHz band. (C) replacement of transmission equip- (c)Definitions ment. In this section: (3)Applicability of environmental laws (1)5850-5470 MHz band Nothing 1n paragraph (1) shall be construed The term "5350-5470 MHz band" means the to relieve the Commission from the require- portion of the electromagnetic spectrum be- ments of the National Historic Preservation tween the frequencies from 5350 megahertz to Act or the National Environmental Policy Act 5470 megahertz. of 1969. (2)6850-6826 MHz band (b)Federal easements and rights-of-way The term "5850�925 MHz band" means the (1)Grant i portion of the electromagnetic spectrum be- tween the frequencies from 5860 megahertz to if an executive agency, a State, a poetical 5t125 megahertz. subdivision a agency a State, or a parson, I firm, or organization applies for the grant of (Pub. L. 112-96, title VI, §6408, Feb. 22, 2012. 126 an easement or right-of-way to, in,over,or on Stat.231.) a building or other property owned by the Fed- 4141i4-Guard bands and unlicensed use oral Government for the right to install, con- struct, and maintain wireless service anteuna (a)In general structures and equipment and backhaul trans- Nothing in subparagraph (G) of section mission equipment, the executive agency hav- 3M(i)(8) of this title or In section 1452 of this ing control of the building or other property Page 1127 TITLE 47—TELECOMMUNICATIONS 91457 may grant to the applicant, on behalf of the Ing or other property warrant nonstandard Federal Government, an easement or right-of- treatment of such building or other property. way to perform such installation, construe- (3)Application tion, and maintenance. The Administrator of General Services shall (2)Application develop a common form or eat of forms for The Administrator of General Services shall wireless service antenna structure Siting ap- develop a common form for applications for plicatious under this subsection for all exeeu- easements and rights-of-way, under paragraph Live agencies that shall be used by applicants (1)for all executive agencies that shall be used with respect to the buildings and other prop• by applicants with respect to the buildings or arty of each such agency. other property of each such agency. (d)Executive agency defined (3)Fee In this section, the term "executive agency" (A)In general has the meaning given such term in section 102 Notwithstanding any other provision of of title 40. law, the Administrator of General Services (Pub. L. 112-96, title VI, §6409, Feb. 22. 2D12, 126 shall establish a fee for the grant of an ease- Stat.232.) meat or right-of-way pormant to paragraph Repsaxwom tN TaxT (1) that 1s based on direct cost recovery. - (B)Exceptions Berndt 704 of the .(sXI)mmmlc1), is Act ti of 1490, referred to if subsets.(aH1)and(e)(1),b section 704 of The Administrator of General Services Pub.L.IWI04,title Vfl.Feb.8,1996.110 But.151.Sub- may establish exceptions to the fee amount sec.(a)of section 704 of Pub.L.IW104 amended section required under subparagraph(A)— 332 of this title. eubsec. (b) of section 704 of Pub. L. (O in consideration of the public benefit tion 70 o not classified 10 to the Code.sa notema. (c)under sec, provided by a grant of a t easement or Lion 704 of Pas.L.104-104 fa set out as a note uader sec- tion 332 of this title. is right-of-way;and The National Historic L. 89- . on Is.1 referred 80 Si s, (11)in the d cover of expanding wireless in , which(a)(3),to Pub.L. rally Got.su 1 l ptn H Stet. and broadband Coverage. 815, welch to cloavlfled generally to sulmhaptur II(5970 (4)Use of fees collected at seq.) of chapter ]A of Title is, Conservation. For complete classification of this Act to the Code,ate sec- Any fee amounts collected by an executive Lion 470(s)of Title 16 and Tables, agency puranant to paragraph(3)may be made The National Envlronmental,Polloy Act of hills, re- available, as provided In appropriations Acts. (erred to in subsea(6)(9),In Pub.L.91-190.Jan.1.1070, to such agency to Cover the costs of granting 83 Stat.852, which Is classified generally to chapter 55 the easement or right-of-way. (14321 at Seq.)of Title 42, The Public Health and Wel- fare. For complete classification of this Act to the (a)Master contracts for wireless facility sitirtgs Code,we Short Title note set out under section 4321 of (1)1n general Title 42 and Tables. Notwithstanding section 704 of the Tale- 11456.System certification communications Act of 1996 or any other pro- Not later than 6 months after February 22, vision of law, and not later than 60 days after 2012' the Director of the Office of Management February 22. 20M the Administrator of.Gen- and the shall update and revise section 33.4 eral Services shall— of OME Circular A-11 to reflect the reeum- (A) develop 1 or more master contracts mendations regarding such Circular made in the that shall govern the placement of wireless Commerce Spectrum Management Advisory service antenna structures on buildings and Committee Incentive Subcommittee report, other property owned by the Federal Gov- adopted January 11.2011. ernment;and (8) In developing the toaster contract or (Pub. L. 112-96, title VI. §6411, Feb- 22. 2012. 126 contracts, standardise the treatment of the Stat.234.) placement of wireless Service antenna struc- tures §1467.Public safety Treat Fund on building rooftops or facades, the placement of wireless Service antenna equip- (a)Establishment of Public Safety Trust Fund ment on rooftops or Inside buildings, the (1)In general technology used in connection with wireless There Is established In the Treasury of the service antenna structures or equipment United States a trust fund to be known as the placed on Federal buildings and other prop- public Safety Trust Fund. erty, and any other key Issues the Adminis- trator of General Services considers appro- (2)Availability prlate. Amounts deposited in the Public Safety (2)Applicability Trust Fund shall remain available through Its- ' T cal year 2022. Any amounts remaining In the The master contract or contracts developed by the Administrator of General Services Fund after the end of such fiscal year Shall y, deposited Led in mo mash fund of the Treasury. under paragraph (1)shall apply to all publicly where such amounts wall be dedicated for the accessible buildings and other property owned solo purpose of deficit reduction. by the Federal Government,unless the Admfn- (b)Use of Fund istrator of General Services decides that is- sues with respect to the Biting of a wireless . As amounts are deposited in the Public Safety service antenna structure on a specific build- Trust Fund, such amounts shall be used to make eCFR—Code of Federal Regulations Page 1 of 2 ELECTRONIC CODE OF FEDERAL REGULATIONS e-CFR data is current as of July 20, 2015 Title 47 Chapter I—•Subchapter A Part 1—Subpart CC §1.40001 Title 47:Telecommunication PART 1—PRACTICE AND PROCEDURE Subpart CC—State and Local Review of Applications for Wireless Service Facility Modification §1.40001 Wireless Facility Modifications. (a Purpose Tnese rules implementsection 6409„of the Spectrum.Ad,(codified,af,47 U:S-C)�1455)),,which requires a State or locali g�rnment(to approve any eligible facilities request or a modification of an exisfing towel or base station that does not substantially change the) (physical(dimensions of such tower or base station) (b)Definitions.Terms used in this section have the following meanings. (1)Base station.A structure or equipment at a fixed location that enables Commission-licensed or authorized wireless communications between user equipment and a communications network.The term does not encompass a tower as defined in this subpart or any equipment associated with a tower. Ill The term includes,but is not limited to,equipment associated with wireless communications services such as private,broadcast,and public safety services,as well as unlicensed wireless services and fixed wireless services such as microwave backhaul. (ii)The term includes,but is not limited to,radio transceivers,antennas,coaxial or fiber-optic cable,regular and backup power supplies,and comparable equipment,regardless of technological configuration(including Distributed Antenna Systems and smallcell networks). (iii)The term includes any structure other than a tower that,at the time the relevant application is filed with the State or local government under this section,supports or houses equipment described in paragraphs(b)(1)(i)through(n)of this section that has been reviewed and approved under the applicable zoning or siting process,or under another State or local regulatory review process,even rflhe structure was not built for the sole or primary purpose of providing such support. IN)The term does not include any structure that,at the time the relevant application is filed with the State or local government under this section,does not support or house equipment described in paragraphs(b)(1)(i)-(ii)of this section. ((2)„Collocaliwr The mounting or installation of transmission-equipment on en eli ibla support structure for thepurposeiof transmitting ant'o neueivkig iadki frequency stgnalsror commuhitations—wposes ((),Efigibleifaciffties request',Any,request(foir,modifiration of an exisfing tower or base station that dcesnot substamial y change the phi-ysfcm dimensiuns of such towet�or'base station,Involving] I ( Collocation of new transmission equipmenf; ((ii);Removal oftransmission equipment;4D fir)Replacement of transmission equipment? (4)Efigible support structure.Any tower or base station as defined in this section,provided that it is existing at the time the relevant application is filed with the State or local government under this section. (5)Existing.A constructed tower or base station is existing for purposes of this section if it has been reviewed and approved under the applicable zoning or siting process,or under another State or local regulatory review process,provided that a tower that has not been reviewed and approved because it was not in a zoned area when it was built,but was lawfully constructed,is existing for purposes of this definition. (6)Site.For towers other than towers in the public rights-of-way,the current boundaries of the leased or owned property surrounding the tower and any access a utility easements currently related to the site,and,for other eligible support structures,further restricted to that area in proximity to the structure and to other transmission equipment already deployed on the ground. USubstanbaf chane A modifcabon subsnantiall chap es tfie'physica_I(dimensions of an eligible support strudure if it meets any of wa foil lowing cntenaS (i)For towers other than towers In the public rights-of-way,It increases the height of the tower by more than 10%or by the height of one additional antenna array with separation from the nearest existing antenna not to exceed twenty feet,whichever is greater,or other eligible support structures,it increases the height of the structure by more than 10%or more than ten feet,whichever is greater; (A)Changes in height should be measured from the original support structure in cases where deployments are or will be separated horizontally,such as on buildings'rooftops;in other circumstances,changes in height should be measured from the dimensions of the tower or base station,inclusive of originally approved appurtenances and any modifications that were approved prior to the passage of the Spectrum Act. (ii)For towers other than towers in the public rights-of-way,it involves adding an appurtenance to the body of the tower that would protrude from the edge of the tower more than twenty feet,or more than the width of the tower structure at the level of the appurtenance,whichever is greater;or other eligible support structures,it involves adding an appurtenance to the body of the structure that would protrude from the edge of the structure by more than six feet; t http://www.eefr.gov/cgi-bin/text-idx?SID f83elcfce838d2a8d6c9fDf294435e78&mc true... 7/22/2015 eCFR—Code of Federal Regulations Page 2 of 2 (III)For any eligible support structure,it involves installation of more than the standard number of new equipment cabinets for the technology involved,but not to exceed four cabinets;or,for towers in the public rights-of-way and base stations,it Involves installation of any new equipment cabinets on the ground if there are no pre-existing ground cabinets associated with the structure,or else involves installation of ground cabinets that are more than 10%larger in height or overall volume than any other ground cabinets associated with the structure; (iv)It entails any excavation or deployment outside the current site; (v)It would defeat the concealment elements of the eligible support structure;or (vi)It does not comply with conditions associated with the siting approval of the construction or modification of the eligible support structure or base station equipment,provided however that this limitation does not apply to any modification that is non-compliant only in a manner that would not exceed the thresholds Identified in§1.40001(b)(7)(i)through(iv). (8)Transmission equipment.Equipment that facilitates transmission for any Commission-licensed or authorized wireless communication service,including,but not limited to,radio transceivers,antennas,coaxial or fiber-optic cable,and regular and backup power supply.The term includes equipment associated with wireless communications services including,but not limited to,private,broadcast,and public safety services, as well as unlicensed wireless services and fixed wireless services such as microwave backhaul. (9)Tower.Any structure built for the sole or primary purpose of supporting any Commission-licensed or authorized antennas and their associated facilities,including structures that are constructed for wireless communications services including,but not limited to,private, broadcast,and public safety services,as well as unlicensed wireless services and fixed wireless services such as microwave backhaul,and the associated site. Review ofappficstfonr_A State or local governmeni�ay nonot denye M"shall approve any eligible fe lc lities request for modificat of n of an eligible support structure that does not substantially changeJhe'physical(tlimensions of such structure) ( Documentalion regwremenffor review.When an applicant asserisnn writing that a requ esCfar modification is covered by this sectiori,a) Mate or local,'governmentlmay,requiie the applicant to provide'documentation or Information only'td the extent reasonably related to determining-) (whether the request meetsthi requirements of this section'A'State or locaf:govem nent(may not require an applicant to submit any other documentation,including but not limited to documentatlon intended[o Illustrate the need torsuchwireless Nacilities(dr'to justity(the business decision to modify such wireless facilities (2)7irneframe forSeview_Wi[hin,fi0 days of the date an which an applicant submits a request seekiniig approval under this section;the Slate For tocal:ggvernmerStisfiall approve the application unless`�t determines that the application ts'not covered by this section.) (3)Tolling of the timefr-ame for review.The 60-day period begins to run when the application is filed,and may tolled only by mutual agreement or in cases where the reviewing State or local government determines that the application is incomplete.The timeframe for review is not tolled by a moratorium on the review of applications. O To toll the timetrame br incompleteness,the reviewing S[ate'orlocel,government(mustprovide written notice to the applicant within 30f (days of receipt of the application,clearly and specifically delineatiry ali misstng documents or information,.Such delineated information§s limited) Ito documents or information meeting thestandard untler,'paragraph(c)(1)"`f this section (ii)The fimeframe for review begins running again when the applicant makes a supplemental submission in response to the State or local governments notice of incompleteness. (III)Fallowing a supplemental submission,the State or local government will have 10 days to nofify the applicant that the supplemental submission did not provide the information identified in the original notice delineating missing information.The timeframe is tolled in the case of second or subsequent notices pursuant to the procedures identified in this paragraph(c)(3).Second or subsequent notices of incompleteness may not specify missing documents or information that were not delineated in the original notice of incompleteness. (�;Failuredo�act In the even[, rawevnng State or looel go eY rnment(falls to„approve o�deny a request seeking approval under this,�ion (within the timefmme far reviewJ(accountingofor any tolling),the requesYshail be deemed(gmnt_ed`The deemed'grant does not become effective (until the applicant notifies the applicable reviewing authoriry'I m writing-A ell—e revievifpenod:has expire0 t(accountingLor anyt,�lling)tt hat tli (application has beedtleemed!granted-F (5)Remedies.Applicants and reviewing authorities may bring claims related to Section 6409(a)to any court of competent jurisdiction. [80 FR 1269,Jan.8,2015] Need assistance? http://www.ecfr.gov/cgi-bin/text-idx?SID f83elcfce838d2a8d6c9fDf294435e78&mc true... 7/22/2015 ND c �r New FCC Rule Impacting Proposed Modifications to Wireless Facilities Prepared for the 2015 Massachusetts Municipal Association Annual Meeting Due to a recent Federal Communications Commission ("FCC') ruling interpreting the federal Telecommunications Act of 1996, 47 U.S.C. §332(c)(7) ("TCA"), cities and towns are likely to see an increasing number of requests to modify existing wireless telecommunications facilities. In 2012, the TCA was amended to give special protection to certain proposed modifications to existing personal wireless service facilities. State and local governments must approve requests to modify existing wireless towers or base stations where the modifications would not substantially change the physical dimensions of such towers or base stations. On October 21, 2014, the FCC issued a rule-making decision, FCC 14-153 ("FCC Rule"), establishing criteria for determining if a wireless facility qualifies for this special protection. Significantly, the FCC Rule is not limited to personal wireless service facilities and imposes a constructive grant if the governmental entity fails to approve a project application within a so-called 60-day "Shot Clock" period. An executive summary and the full text of the FCC Rule can be found at: https://apps.fcc.gov/edocs public/attachmatch/FCC-14- 153A1.pdf. It is expected that the FCC Rule will be effective by March 2015. Background The Federal Middle Class Tax Relief and Job Creation Act of 2012 (also known as the "Spectrum Act'), contained an amendment to the TCA intended to advance wireless broadband service for both public safety and commercial users. This amendment, colloquially referred to as "Section 6409(a)", and codified at 47 U.S.C. §1455(a), provides that "a State or local government may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." An "eligible facilities request' was defined as "any request for modification of an existing wireless tower or base station that involves - (A) collocation of new transmission equipment; (B) removal of transmission equipment; or(C) replacement of transmission equipment." Although, as noted in our March 12, 2012 Memorandum to Municipal Clients, Section 6409(a) failed to define many important terms,the FCC Rule has now addressed these outstanding issues. The FCC Rule The FCC Rule establishes that the term "wireless broadband infrastructures" for purposes of Section 6409(a) includes retrofitting of outdated TV or radio towers for broadband signal, modification of existing wireless broadband infrastructure, "collocation" (the addition of equipment to existing wireless infrastructure), and THE LEADER IN PUBLIC SECTOR LAW 617.556.0007 1 1.800.548.3522 1 www.k-plaw.com 1 ©2015 Kopelman and Paige, P.C. r: s rr rY a, replacement or removal of existing equipment. Further, the term "equipment" is broadly defined to include power generators and back-up generators. The FCC Rule also establishes objective criteria to determine if a proposed change to a tower or base station is a "substantial change" which would render the project ineligible for Section 6409(a) protection, including measurable ways to calculate substantial changes to size, physical appearance, or matters exceeding the scope of the original approval. A full list of these objective criteria and discussion of the critical issues is available on pages 80-86 of the FCC Rule. Importantly, a wireless provider cannot render itself subject to the protection of Section 6409(a) simply by applying for a permit for multiple small changes. Instead, the changes are measured cumulatively, with each small change added to the total, and the total measured against the dimensions of the tower or structure as it previously existed. Under the FCC Rule, the term "eligible facilities request'excludes changes to a structure other than a tower or base station. Thus, the following would not qualify under Section 6409(a): when a proposed modification to an existing antenna placed on a building requires changes to the building itself; where a building or structure does not already support or house base station equipment; or where a building or structure's sole or primary purpose is not supporting covered transmission equipment (e.g., a wireless tower). Further, the FCC Rule provides that Section 6409(a) does not apply to the initial installation of transmission equipment on structures that have not already been approved by state or local government as being suitable for a wireless facility: If such approval has not already been granted, then the work at issue is not an "eligible modification". Application of the FCC Rule to the 60-Day"Shot Clock" The TCA provides that local permitting authorities must act on a wireless facility application within a "reasonable time." Prior rulings of the FCC established, and courts have upheld, a 90-day "Shot Clock" for collocations generally and a 150-day"Shot Clock"for new tower applications,with such periods beginning when an application is complete. The FCC Rule establishes a new 60-day "Shot Clock" for those applications meeting the Section 6409(a) criteria. Critically important for local officials, if the permitting authority does not act on a completed application for a Section 6409(a) eligible project within that period, a constructive grant will result. The applicant may then notify the municipality of the constructive grant and begin the proposed work. This constructive grant provision is a major change with significant consequences. Limited Safeguards for Municipalities Neither the FCC Rule nor Section 6409(a) eliminates the responsibility of a local permitting authority to determine if Section 6409(a) is applicable to a particular project. If the permitting authority finds that a project is not eligible, the application may be denied, or the permit authority may request that the applicant change its application to a non-6409(a) permit request. THE LEADER IN PUBLIC SECTOR LAW 617.556.0007 1 1.800.548.3522 1 www.k-plaw.com 1 ©2015 Kopelman and Paige, P.C. Additionally, Section 6409(a) does not trump applicability or enforcement of building and safety-related code conditions and tower structural safety. The FCC Rule expressly provides that local authorities can and should "continue to enforce and condition approval on compliance with generally applicable building, structural, electrical,and safety codes with other laws codifying objective standards reasonably related to health and safety." This means that local "fall zone" requirements in zoning bylaws and ordinances, as well as provisions of federal law implemented locally may continue to be enforced, including but not limited to,the Americans with Disabilities Act, National Flood Insurance Program, FEMA Floodplain Management, Federal Environmental Policy Act and Historic Preservation Act. Practical Implications of Section 6409(a) on Local Ordinances/Bylaws and Regulation The Massachusetts Attorney General's office, reviewing a wireless facilities zoning bylaw for the Town of Mount Washington, opined that under the TCA and Section 6409(a), a request for modification to an existing facility that does not substantially change the physical dimensions of the tower or base station must be approved and cannot be subject to a discretionary special permit. Thus, any bylaw, ordinance, or special permit condition requiring a new special permit for "collocation" or for removal and/or replacement of equipment would not be enforceable under Section 6409(a), unless the modification would "substantially change the physical dimensions of [the] existing tower or base station." In evaluating a modification request, the building inspector, in the first instance, should determine if the modification would constitute a substantial change to an existing tower or base station based on the FCC Rule. At present, no case law or administrative ruling bars non-discretionary site plan review for "eligible facilities." Reasonable conditions imposed as part of site plan approval may therefore be an effective tool to regulate the effects of by-right modifications to existing wireless telecommunications facilities, so long as the site plan review does not become, in effect, a discretionary special permit proceeding. Importantly, the 60-day "Shot Clock" begins after submission of the completed application, and therefore the site plan review process must be completed within that time frame to avoid a constructive grant. Where the FCC Rule applies only when a governmental authority acts in a regulatory capacity,Section 6409(a) and the FCC Rule are inapplicable to applications for modifications affecting public rights of way, or in circumstances when a municipality is otherwise acting in a proprietary fashion (as owner of the building serving as a support structure,for example). This is a complex and continuously developing area of the law. If you have any questions regarding the new FCC Rule or application of Section 6409(a), please contact Attorney Patricia Cantor or Attorney Katherine Laughman by e-mail at pcantor@k-plaw.com or klaughman@k-plaw.com, respectively, or by phone at 617.556.0007. Disclaimer:This information is provided as a service by Kopelman and Paige,P.C.This information is general in nature and does not,and is not intended to, constitute legal advice. Neither the provision nor receipt of this information creates an attorney-client relationship with Kopelman and Paige, P.C.You are advised not to take,or to refrain from taking,any action based on this information without consulting legal counsel about the specific issue(s). THE LEADER IN PUBLIC SECTOR LAW 617.556.0007 1 1.800.548.3522 1 www.k-plaw.com 1 ©2015 Kopelman and Paige, P.C. THE COMMONWEALTH OF MASSACHUSETTS u d OFFICE OF THE ATTORNEY GENERAL CENTRAL MASSACHUSETTS DIVISION l0 MECHANIC STREET, SUITE 301 0y, WORCESTER, MA 01608 N4AWrHA COAKLEY ATTORNEY GENERAL (508)792-7600 (508)795-1991 fax www.mass.gov/ago June 12, 2013 Gail Garrett,Town Clerk Town of Mount Washington 118 East Street Mount Washington,MA 01258 RE: Mount Washington Special Town Meeting of April 1, 2013 - Case# 6642 Warrant Articles# 1,2, and 3 (Zoning) Dear Ms. Garrett: Articles 1. 2, and 3 - We approve the amendments to the Town by-laws adopted under Articles 1, 2, and 3 on the warrant for the Mount Washington Special Town Meeting that convened on April 1, 2013, and the map pertaining to Article 3. Our comments on Articles 1 and 2 are provided below. Article 1 - The amendments adopted under Article 1 add a new Section 215-27 to the zoning by-laws entitled "Wireless Telecommunication Facility Zoning Bylaw." We approve the new Section 215-27,but offer the following comments. I. Applicable Law The federal Telecommunications Act of 1996, 47 U.S.C. § 332 (7) preserves state and municipal zoning authority to regulate personal wireless service facilities, subject to the following limitations: OZoning regulations "shall not unreasonably discriminate among providers of functionally equivalent services." 47 U.S.C. §332(7) (B) (i) (I) 2� Zoning regulations "shall not prohibit or have the effect of prohibiting the provisions of) personal wireless services."47 U.S.C. § 332 (7)(B)(i) OThe Zoning Authority "shall act on any request for authorization to place, construct, or modify personal wireless service facilities within a reasonable period of time." 47 U.S.C. 1 § 332(7) (B) 4O F y decision "to deny a request to place, construct, or modify personal wireless serviceilities shall be in writing and supported by substantial evidence contained in a writtenord." 47 U.S.C. § 332(7) (B) (iii). 5® "No state or local government or instrumentality thereof may regulate the placement, construction and modification of personal wireless service facilities on the basis of the environmental effects of radio frequency emissions to the extent that such facilities comply with the [Federal Communications] Commission's regulations concerning emissions." 47 U.S.C. § 332(7)(B) (iv). Federal courts have construed the limitations listed under 47 U.S.C. § 332(7) as follows. First, even a facially neutral by-law may have the effect of prohibiting the provision of wireless coverage if its application suggests that no service provider is likely to obtain approval. "If the criteria or their administration effectively preclude towers no matter what the carrier does, they may amount to a ban `in effect'...." Town of Amherst, N.H. v. Omnipoint Communications Enters, Inc., 173 F.3d 9, 14 (1st Cir. 1999). Second, local zoning decisions and by-laws that prevent the closing of significant gaps in wireless coverage have been found to effectively prohibit the provision of personal wireless services in violation of 47 U.S.C. § 332(7). See, e.g., Nat'l Tower, LLC v. Plainville Zoning Bd. of Appeals, 297 F.3d 14, 20 (1st Cir. 2002) ("local zoning decisions and ordinances that prevent the closing of significant gaps in the availability of wireless services violate the statute"); Omnipoint Communications MB Operations, LLC v. Town of Lincoln, 107 F. Supp. 2d 108, 117 (D. Mass. 2000) (by-law resulting in significant gaps in coverage within town had effect of prohibiting wireless services). Third, whether the denial of a permit has the effect of prohibiting the provision of personal wireless services depends in part upon the availability of reasonable alternatives. See 360 Degrees Communications Co. V. Bd. of Supervisors, 211 F.3d 79, 85 (4th Cir. 2000). Zoning regulations must allow cellular towers to exist somewhere. Towns may not effectively ban towers throughout the municipality, even under the application of objective criteria. See Virginia Metronet, Inc. v. Bd. of Supervisors, 984 F. Supp. 966, 971 (E.D. Va. 1998). State law also establishes certain limitations on a municipality's authority to regulate wireless communications facilities and service providers. Under General Laws Chapter 40A, Section 3, wireless service providers may apply to the Department of Telecommunications and Cable for an exemption from local zoning requirements. If a telecommunication provider does not apply for or is not granted an exemption under c. 40A, § 3, it remains subject to local zoning requirements pertaining to cellular towers. See Building Comm'r of Franklin v. Dispatch Communications of New England, Inc., 48 Mass. App. Ct. 709, 722 (2000). Also, G.L. c. 40J, § 6B, charges the Massachusetts Broadband Institute with the task of promoting broadband access throughout the state. Municipal regulation of broadband service providers must not frustrate the achievement of this statewide policy. In addition, Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012 2 requires that "[A] state or local government may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." (emphasis added). The Act defines "eligible facilities request" as any request for modification of an existing wireless tower or base station that involves: 1) collocation of new transmission equipment; 2) removal of transmission equipment; or 3) replacement of transmission equipment. The Act applies "[n]otwithstanding section 704 of the Telecommunications Act of 1996." The Act's requirement that a local government "may not deny, and shall approve, any eligible facilities request" means that a request for modification to an existing facility that does not substantially change the physical dimensions of the tower or base station must be approved. Such qualifying requests also cannot be subject to a discretionary special permit. We approve the new Section 215-27. However, the Town must apply the by-law in a manner consistent with the applicable law outlined above. In particular, Section IV of the new by-law requires that Wireless Telecommunication Facilities are only allowed by special permit in the Wireless Telecommunication Overlay District. This requirement cannot be applied to eligible facilities requests for modification to existing facilities which qualify for required approval under Section 6409 of the Act, as described above. We urge the Town to consult closely with Town Counsel regarding the appropriate response to applications for collocation in light of these recent amendments. II. Analysis of Mount Washington's Wireless Telecommunication Facility By-Law A. Section VIII"Criteria For Approval and Conditions". This section provides as follows: 5. The applicant will remove the Facility, should the Facility be abandoned or cease to operate. The Planning Board may require the applicant to provide a bond, or other form of financial guarantee acceptable to the Planning Board to cover the cost of removal of the Facility, should the Facility be abandoned or cease to operate, and ensure other compliance hereunder. The Town must apply any bond or other financial guarantee proceeds in a manner consistent with state law. Bond proceeds do not become Town funds unless and until the applicant defaults on the obligation under the proposed by-law. Moreover, if the Town must use the bond to pay for removal of a wireless communication facility or the repair and/or restoration of the premises, an appropriation is required before expenditure is made to do the work. General Laws Chapter 44, Section 53, provides that "[a]II moneys received by a city, town or district officer or department, except as otherwise provided by special acts and except fees provided for by statute, shall be paid by such officers or department upon their receipt into the city, town or district treasury." Under Section 53 all moneys received by the Town become a part of the general fund, unless the Legislature has expressly made other provisions that are applicable to such receipt. In the absence of any general or special law to the contrary, performance security funds of the sort contemplated here must be deposited with the Town Treasurer and made part of the Town's general fund, pursuant to G.L. c. 44, § 53. The Town must then appropriate the money for the specific purpose of completing the work required for removal and/or restoration. Q B. Section X"Permit Revocation For Non-Performance". Section X authorizes the Planning Board to revoke a special permit for failure to comply with certain conditions. We approve Section X. However, before the Planning Board revokes a permit for failure to comply with certain conditions provided in Section X, the Planning Board should discuss with Town Counsel what due process, including notice and hearing requirements, are required. We suggest that the Town discuss this issue in more detail with Town Counsel. Finally, the word "ordinance" is used in the by-law. Towns enact "by-laws" and cities enact"ordinances." The Town may wish delete the word"ordinance" from the new Section 215- 27 and insert the word"by-law" at a future Town Meeting. Article 2 - The amendments adopted under Article 2 add a new Section 215-28, "Solar Photovoltaic Installation Moratorium Bylaw," to the Town's zoning by-laws. The temporary moratorium (through one year from the date of enactment of Section 215-28) on solar photovoltaic installation other than those mounted on an existing structure provides as follows: Whereas, the Town of Mount Washington is undertaking a comprehensive study with respect to regulating the use of land for Solar Photovoltaic Installations,and Whereas, there have been significant changes in law regarding Solar Photovoltaic Installations; and, Whereas,the Town wishes to act carefully in a field with evolving law and technology, to investigate ways to preserve the character of the community while serving the needs of its people, and to devise an orderly process for granting permits by drafting an amendment to the Bylaw which is comprehensive, practical, equitable, and addresses the concerns of the Town on number, size, appearance, site standards, and location of Solar Photovoltaic Installations;and, Whereas, it is desired to protect the Town from ill-advised and inappropriate development of Solar Photovoltaic Installations pending a thorough review and the formulation of such a zoning amendment; and, Whereas, the Planning Board has determined that one year is necessary for such a comprehensive review and development of a Bylaw Subsection on Solar Photovoltaic Installations. Now, therefore, no Solar Photovoltaic Installations other than those mounted on an existing structure, in the usual manner, shall be permitted for one year from the date of enactment of this Bylaw. We approve the temporary moratorium adopted under Article 2 because the Town has the authority to "impose reasonable time limitations on development, at least where those restrictions are temporary and adopted to provide controlled development while the municipality engages in comprehensive planning studies." Sturges v. Chilmark, 380 Mass. 246, 252-253 (1980). Such a temporary moratorium is within the Town's zoning power where there is a stated need for"study, reflection and decision on a subject matter of[some] complexity..."W.R. 4 Grace v. Cambridge City Council, 56 Mass. App. Ct. 559, 569 (2002) (City's temporary moratorium on building permits in two districts was within city's authority to zone for public purposes.) The time limit Mount Washington has selected for its temporary moratorium (one year from the date of enactment of the by-law) appears to be reasonable in the circumstances. The moratorium is limited in time period and scope (to the use of land and structures for solar photovoltaic installations), and thus does not present the problem of a rate-of-development bylaw of unlimited duration which the Zuckerman court determined was unconstitutional. Zuckerman v. Hadlev, 442 Mass. 511, 512 (2004) ("[A]bsent exceptional circumstances not present here, restrictions of unlimited duration on a municipality's rate of development are in derogation of the general welfare and thus are unconstitutional.") While we approve the temporary one year moratorium on solar photovoltaic installations, we note that G.L. c. 40A, § 3, protects solar energy systems and the building of structures that facilitate the collection of solar energy from certain local zoning requirements. General Laws Chapter 40A, Section 3, provides in pertinent part as follows: No zoning ordinance or by-law shall prohibit or unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy,except where necessary to protect the public health, safety or welfare. General Laws Chapter 40A, Section 3,prohibits towns from adopting zoning by-laws that prohibit or unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy, except where necessary to protect the public health, safety or welfare. A temporary moratorium longer than one year may be vulnerable to a challenge in court that it is an unreasonable regulation of solar energy systems under G.L. c. 40A, § 3. We suggest the Town consult closely with Town Counsel on this issue. Ji Note: Pursuant to G.L. c.40,§32,neither general nor zoning by-laws take effect unless the Town has first satisfied the posting/publishing requirements of that statute. Once this statutory duty is fulfilled,(1)general by-laws and amendments take effect on the date these posting and publishing requirements are satisfied unless a later effective date is prescribed in the by-law,and(2)zoning by-laws and amendments are deemed to have taken effect from the date they were approved by the Town Meeting,unless a later effective date is prescribed in the by-law. Very truly yours, MARTHA COAKLEY ATTORNEY GENERAL ,lleQGii�ea�a�n By: Kelli E. Gunagan Assistant Attorney General Municipal Law Unit 10 Mechanic Street, Suite 301 Worcester, MA 01608 (508) 792-7600 cc: Town Counsel Joel Bard (via electronic mail) 5 k