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1000 LORING AVE - BUILDING INSPECTION (16) CrrY Ors Sill: ENE PUBLIC PROPERTY DEP.ARTl4E1NT KNISFIRIJ;Y URISC01.I. `� NtAY:lli t 97 J"Ixt:r:riti;FAX:. 78-)11 Iil'4II$ii 'I',i1 'fItC 9?&?d.5-9iJ5 * R:U:'PS-'4ttA5d( APPLICATION FOR PLAN EXAMINATION AND BUILDING PERMIT ALL STRUCTURF,S EXCEPT I AND 2 FAMILY DWELLINGS IMPORTANT:Applicants must complete all items on this page SITE INFORM V e.1 ON may... Location Name Lf)b'I 10, A t✓ ? Building apt. Rts. Mu If llam'k �r I Property , ddress 000 nq �Ive r el Map# C 0 '1 �r 1 Located in: Conservation Area YM Historic district Y/N Use Groups (check one) Residential(3 or more Units) R2 '� Type of improvement Residential(hotel/motel RI _ (check one) Assembly(churches) A) _ New Building_ Assembly(nightclubs etc) A2_ Addition Assembly(restaurants,recreation) A3 Alteration Business B Repair/Replacement, Educational E Demolition_ Factory(moderate hazard) FI _ Move/Relocate factory(low hazard) F2_ Foundation Only High Hazard If Accessory Building Institutional(residential care) II_ _ Other describc'�all hlstitutional(incapacitated) 12 %A�� L Institutional(restrained) 13 OVA VOoF - Mercantile 19_ Storage(moderate hazard) S I _ ' Storage(low hazard) S2 OWNERSHIP INFORMATION(Please type or Print Clearlyyy !Ac Arw Pc-S i owl OWNER Name c.,'D t < e- pra VCJACIA LP Address 'Z6 2)Me-V—lC6l l -0 Ght MA Telephone q7�j-020- 32-L,4 DESCRIPTION OF WOIIKI'O BE I'ERFORME;D Z 11 i4h�r"rio c Lrtvlcrn led i Vr 161 3 I17au.X Orr -'k-C Vb97 rl c I c �1,14c r q4 , I'p rnrtj Oh the i' 2p—r ESTIMATED CONSTRUCTION COST 5�� O0C7 _ __ CONTRACTOR INFORMATION Name C In c,� to—, i.01 ri r r. Address Z ip{ Ain r'/ovc, - SI., U-) Ins uhz.�% }�n KA Telephone 918 - 1�2% -Jo63 Construction Supervisor's Lic # 70 7 4LD Home Improvement Contractor # ARCHITECT/ENGINEER INFORMATION Name 4 Addressti,oc nS2nor SE. Iyn• ArY)dovft,- MA Telephone a7S- 55-1- 5.5'3 Mass. Registration # q07 Z 0 PERMIT FEE CALCULATION Residential est. cost x $7/$1,000 + $5.00 = Commercial est. cost x $11/$1,000 + $5.00= 555.1' COMMENTS The undersigned does hereby attest that all inforination stated above is true to the best of my knowledge under the penalties of perjury Signed CZ r- t ::�_ _✓�/a Date /0 /-2 11 aE5 05/18/2007 02:03 7816907474 RGNL LJ •^•� —_.._. Commonwealth ofMassachusetts Department of Industrial Accidents 600 Washington Street Boston,Mass. 02111. Workers'Compensation Insurance Affidavit (Liroucdl'amittre) with a principal piece of business at (ntyrsmotzo) do hereby certify under the pains and penalties of pedm34 that: I am an employer providing workers'compensation coverage for my employees working on this job. Insurance Company Policy Number () I am sole proprietor and havo no one working for me in any capacity. () I am sole proprietor,general contractor for homeowner(circle one)and have hired the contractors fisted below who have the following workers'compensation policies: I Contractor Insurance Company/Policy Number i Contractor Insurance Company/Policy Number Contractor Insurance Company/Policy Number () I am a homeowner performing all the work myself tuodartafdduf n wpp olnis statcmatwal he Poraardd m the OSce oflnvadeadom oftiw DV+fhr wvenSn vaiSceTioq cod Gta fmlmo to oeane oonsogc met!MCM1P9zatm25A otmof1STran ladto thoimpo Md fine ofie)0.00 a damaristioa ofnSaoofttyroS[.500.00 oad/tcenoyavr'iocwtwemrnt a: well m awt7 pectin ie the form oft STOP WORTS OItAERaade fine ofSte0.00 a day optine2 signed ' Gz day of 1(1ii// _ 20 12- I.icenstx/Permittoe aoitdingDtpertrttau . Lietosiogt3oord ' Scloaaua'o 0$ice Hmat<Y Dcpnrtment TO VERIFY COVERAGE 7NPORMATION CALL 627-727.4900 X 403.404,405.409,375 'T,y' 7)04l!/7ltlY/dlU!'lldlll. �f. ✓�lGdld4'�U:C� . Boar of°Building Regulationg and Standards Construction Supervisor License License: CS 70740 Birthdate: 3/30/1968 R' Expiration: 3136/2009 Tr/! 11416 Restriction: 0Q., CHARLES'R WING JR 84 ANDOVER ST WILMINGTON, MA 01881 Commissioner ACORD CERTIFICATE OF LIABILITY INSURANCE 03iisi2o 8 PRODUCER (978)223-4037 FAX (978)223-4038 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION CFR Ins Agency LLC ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 153 Andover Street Unit 208 HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Danvers, NA 01923 INSURERS AFFORDING COVERAGE NAIC 0 INSURED Infinite Solutions, Inc INSURER A: Scottsdale Insurance Company 214 Andover Street INSURERS Safety Insurance 39454 Unit #E1 INSURER C: Wilmington, NA 01887 INSURER0 NSURER E COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR II.YkTYPEOFIMMURANCE POLICY NUMBER POUCYEFFECTNE POLICY EXPIRATION LIMITS GENERAL L111BILITY REM OF CLS1371696 03/18/2008 03/19/2009 EACH OCCURRENCE $ 11000.00( X COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED $ SO DD CLAIMS LADE fX OCCUR LED EXP(Any one pe ) S S.00C. A PERSONAL&AM INJURY $ 1,000,00( GENERAL AGGREGATE E 2,000,00( IiENL AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPIOP AGG S 2,000 X POLICY J: LOC AUTOMOBILE LMmLIfY 6200922 09/29/2007 09/29/2008 COMMNED SINGLE LIMIT $ ANY AUTO (EA em ) 1,000, ALL OWNED AUTOS BODILY INJURY X SCDULED ALTOS (P-PeTeaR) S B HE:X HIREDAUTOS X BODILVINJ) S NON-OWNED AUTOS (PW+w� PROPERTY DAMAGE S (Pff ecckwd) GARAGE LIABILITY AUTO ONLY-FA ACCIDENT S ANY AUTO _ OTHER THAN EAACC S AUTO ONLY: ADS $ j"amume"OCCUR $ LLALmEILETY REM OF XLS004049S 03/18/2008 03/19/2009 EACH OCCURRENCE $ S 000�CWMSMADE AGGREGATE SA DEDUCTIBLE a RETENTION $ $ WORKIMCDMPENSATDNAND I WCSTATLL 07H- EMPLOVEW LIABILITY ANY PRORDETORIPARTNEWEXECUTNE EL EACHACCIDENT $ OFFICFRIMEMDER EXCLUDED? EL DISEASE-FA EMPLO S B yeB oeaOloe urMer SPECIAL PROVISIONS below E.L.DISEASE-POLICY UNIT I S OTHER DESCRIPTION OF OPERATIONS IO P(C CILL S e Workers Compen nSCeNrtEi icateSw"iiiD LN eEJd7rectly by q ffberty Mutual Insurance Company nder Policy 0 WC23IS35112SOIS effective from 3/20/08 to 3/20/09. CERTIFICATE HOLDER PI I ATnN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE E)ERATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MALL Metro PCS 10 DAYS WRITTEN NOTICE TO THE ComncATE!OLDER NAMED To THE LEFT, Matthew P Granese BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY 215 Billerica Road OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. Chelmsford, MA 01824 AURIgW2EDREPRESENTATIVE u .. Nicholas Consoles GAIL Ak" ACORD 25(2001M) OACORO CORPORATION 1988 IMPORTANT If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the Issuing insurer(s),authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend,extend or alter the coverage afforded by the policies listed thereon. ACORD 25(2001108) s. LETTER OF AjEU[i0R&ZQ0N This Letter of Authorization dated this 21 day of August 2008;provides written authorization for MetroPCS Massachusetts,LLC;a Delaware limited liability company ("Lessee'), its attorney,agents or representatives,to-apply for any necessary zoning petitions,permits or any other approvals,including,but not limited to the filing of a handing permit application(after required zoning approval has been completed),which are necessary for Lessee's placement of a wireless communications facility within a portion of the Lessor's real property,commonly known as: Loring Towers,Salem Preservation Limited Partnership,located in the State of Massachusetts,County of Essex, City of Salem,legally described as: 1000 Loring Ave. ! I This Letter of Authorization shall not constitute an agreement to enter into a binding agreement and neither party shall be bound with regard to the leasing of the above mentioned property until a final agreement has become fully executed between the parties. LESSOR- Loring Towers Salem Preservation Limited Partnership i i I Site No. BOS0160B Site Name: Loring Towers State: MA I 200181I0I2I1I0IO2I24III8 IkI II�I$III0II6 Pg:424 CITY OF SALEM 10/21/2008 01:30 PERMIT PS 1/2 PLANNING BOARD Wireless Special Permit Decision The Petition of Metro PCS for the Property Located at °. 1000 Loring Avenue (Loring Towers) 0 i A Public Hearing on this petition was held on September 18,2008. The following Planning Board Members were present: Charles Puleo, Tim Kavanaugh, Tim Ready, Nadine Hanscom, Gene Collins, Pam Lombardini, David Weiner, and John Moustakis. Notice of this meeting was sent to abutters and notice of the hearing was properly published in the Salem Evening News. The petitioner is requesting a Wireless Communication Facility Special Permit under Section 5-3, Special Permit Uses, of the City of Salem Zoning Ordinance, to allow for the installation of six (6) panel antennas to be concealed in three (3) faux flues all painted to match the building. The antennas will be connected via coaxial cables to three (3) equipment cabinets located within a 10'x 16' lease space on the roof of the building concealed by a 10' screen wall textured to look like brick to match the building. The equipment cabinets measure 71" H x 52"W x 38"D. One (1) 19" GSM antenna as well as one (1) 3""' GPS antenna will be located on the rooftop to allow the FCC mandated E911 ' capabilities. The Planning Board reviewed the application and plans submitted and found that the i petitioner addressed the requirements of this section for the issuance of a Special Permit. On September 18, 2008, the Planning Board closed the Public Hearing and the Board voted'5 by a vote of eight (8) in favor, and none opposed, to grant a Wireless Communication Facility Special Permit for the location stated above, in accordance with the application dated August 27, 2008 and site plan last dated August 20, 2008, titled "Metro PCS, Loring Towers, 1000 Loring Avenue, Salem, MA 01970 Essex County", Sheets T-1, C-1, Z-1, Z2 r e and Z-3, drawn by Metro PCS and stamped by Professional Engineer Daniel P. Hamm, g submitted and now part of the file. The Special Perrnit was approved with the following condition: 1. Maintenance and upkeep of the approved antennas, equipment cabinets, and screen walls are the responsibility of MetroPCS, its successors, or assigns. This endorsement shall not take effect until a copy of the decision bearing certification of the City Clerk that twenty(20) days have elapsed and no appeal has been filed or that if such appeal has been filed that it has been dismissed or denied, 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 + TEL: 978.745.9595 FAx: 978.740.0404 ♦ WWW.SALEM.COM is recorded in the Essex South Registry of Deeds and is indexed in the grantor index under the name of the owner of record or is recorded and noted on the owner's certificate of title. The fee for recording or registering shall be paid by the owner or applicant. I hereby certify that a copy of this decision is on file with the City Clerk and that a copy of the decision and plans is on file with the Planning Board. 0" �+ZCharles Puleo, Chair an j Date I hereby certify that 20 days have expired from the date this instrument was received, and that NO APPEAL has been filed in this office. i A True Copy t' ATTEST—CITY FLERK, Salem, Mass. 2 STRUCTURAL ANALYSIS REPORT For BOS0160B LORING TOWERS 1000 Loring Ave. Salem, Massachusetts 01970 Steel Platform with a Steel Screen Wall on the Roof and Fiber-glass Canisters on the Roof Prepared for: MetroPCS WIRELESS 285 Billerica Road, Third Floor Chelmsford, MA 01824 0� E STRUCt"u.RAL Na.3�tY Dated: °torare ° October 6,2008 dt'Gi Prepared by: HUDSON DESIGN GROUP, LLC. 1600 Osgood Street Building 20 North, Suite 2-101 North Andover, MA 01845 Phone: (978) 557-5553 Hudson Design Groupuc O SCOPE OF WORK: Hudson Design Group LLC(HDG)has been authorized by MetroPCS to conduct a structural evaluation of the existing structure supporting the proposed MetroPCS equipment and antennas located in the areas depicted in the attached Hudson Design Group Zoning drawings,dated 8-20- 08. This report represents this office's findings,conclusions and recommendations' pertaining to the support of MetroPCS's proposed antennas,BTS, Battery and PPC cabinets. This office conducted an on-site visual survey of the above areas on October 3, 2008. Attendees included Michael Cabral (HDG-Project Engineer)and Geoff Batstone(HDG-Associate). CONCLUSION SUMMARY: Original design plans and elevations were available and obtained for our use. 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, in general, structural designs to support the proposed MetroPCS Equipment within or near the Proposed Lease Area can be completed and components installed with NO STRUCTURAL UPGRADES REQUIRED to the existing structure. This summary assumes a new steel equipment platform supported on four proposed steel column stub- ups located over the center of four existing columns(See SK-I Attached). The proposed antennas are proposed to be enclosed within three 24"diameter fiber-glass canisters(each housing two antennas)supported by non-penetrating tripod ballasted rooftop mounts. Reference HDG's zoning drawings for tripod mount locations. All details will be designed and furnished during the construction drawing phase. A summary of the proposed MetroPCS equipment and support types are as follows: Proposed 10'-0"x 16'-0"Steel Screen Wall...Supported by the new steel platform. Proposed 10'-0"x 16'-0"Steel Platform...Supported by four existing building columns. Proposed 2 Antennas...Enclosed within a 24"diameter fiber-glass canister supported on a non- penetrating ballasted rooftop tripod mount. Proposed 2 Antennas...Enclosed within a 24"diameter fiber-glass canister supported on a non- penetrating ballasted roof top tripod mount. Proposed 2 Antennas...Enclosed within a 24"diameter fiber-glass canister supported on a non- penetrating ballasted roof top tripod mount. Proposed BTS(wt= 1423 lbs) ...Supported by the new steel platform. Proposed Battery Cabinet(wt=2264 Ibs)...Supported by the new steel platform. Proposed PPC(wt=200+/-Ibs)....Supported by the new steel platform. i Hudson© Design Groupuc Future BTS(wt= 1423 Ibs)....Supported by the new steel platform. Future Battery Cabinet(wt=2264 lbs)....Supported by the new steel platform. Calculations and referenced documents are attached. DESIGN CRITERIA: 1. Massachusetts State Building code, 7th edition and ASCE 7-05, Minimum Design Loads for Buildings and Other Structures. Wind Analysis: Reference Wind Speed, q(z): 110 mph [780CMR 1604.10] Exposure: C Category: II [ASCE 7-05 T1.1] Gust-effect Factor, G: .85 [ASCE Sect 6.5.8.11 Force Coefficient,C(f): varies [ASCE Fig 6-211 F=q(z)x G x C(f)x A(f) [ASCE 7-05 Eq 6-28] Snow Loading: Basic Ground Snow Load: 45 psf [780CMR 1604.10] o - - - Roof Snow Loads 31.5 psf 2. EIA/TIA -222-F Structural Standards for Steel Antenna Towers and Antenna Supporting Structures County: Essex Wind Load: 90 mph 3. Approximate height above grade to the center of the antennas: 110'-0" Hudson® Design Groupuc ROOF SUPPORT SYSTEM CONSTRUCTION: The roof is constructed of a single ply EPDM roofing membrane over rigid insulation on a 1 %"x 22 gage metal roof deck that spans over 14H3 (open web)steel bar joists spaced at 3'-0"on center. The steel bar joists are supported by steel beams that are supported by steel columns. The roof appears to be in good condition with the exception of some ponding near one proposed ballast mount location. HDG recommends a roof drain to be provided in this area. EQUIPMENT SUPPORT RECOMMENDATIONS: HDG recommends the MetroPCS equipment be supported on a new steel platform that is enclosed within a new steel screen wall system. HDG recommends that the platform be supported on four steel column stub-ups located over four existing building columns. (Reference SK-I attached). ANTENNA SUPPORT RECOMMENDATIONS: Six antennas are proposed to be enclosed within three 24"diameter fiber-glass canisters(2 antennas per canister). The fiber-glass canisters are proposed to be supported on non-penetrating roof top tripod mounts. The roof structural components were analyzed to determine if excess capacity existed using the information provided in the building's contract documents. Some excess capacity was calculated to be available to support the proposed mounts. Some excess capacity was available,therefore the proposed tripod mounts shall be located per HDG's construction drawings. Hudson© Design Group ucO PROPOSED EQUIPMENT LOCATION: a ya ` 4Y M'�ryS'.ti.".y�•�"awry 71; ' Photo 1: A view of the proposed MetroPCS equipment platform location. Hudson o Design Group PROPOSED ANTENNA SUPPORT STRUCTURES: f i Y 5il'� p t Photo 2: A sample view of existing non-penetrating ballasted tripod mounts similar what is being proposed with the exception of the proposed 24"diameter fiber-glass canister. DATE: IV'�•o� Project Name: LoY14N\.i 'Tbu-SCU.S Hudson ®p Project No.: 5o'2 i5 Design GroupucO Design By: lAbL Chk'd By: Page_of Lx 1 { 3— Y5k owl , 44 - �- - -�- - __ 7s�-(A�1 -I- , -,--'-- - -- -t- -T i 1 LL + — +— Tf a_r 1 , rj $, O — --:.T !5 A�iClb -- 1 I { I Project: :Beam 08 Loring Towers Location:Beam'A' ,.s, Michael Design / Murd-Loaded Mul9-Span Beam Hudson Design Group LLC (2b06 International Building Code(AISC 13th Ed ASD)] 1600 Osgood Street Suite 2-101 Bldg 20N m A992-50 W12x28 x 16.0'FT North Andover,MA 01845 Section Adequate B)n 607.2% Controlling Factor.Moment StruCalc Version 8.0.90.0 10/7/2008 8:53:17 AM DEFLECTIONS Center — LOADING DIAGRAM Live Load 0.02 IN UMAX Dead Load 0.08 in Total Load 0.10 IN U1882 Live Load Deflection Criteria:U360 Total Load Deflection Crteria:L240 Live Load 584 lb 584 lb r 2 Dead Load 2728 le 1952 lb - 0 4 Total Load 3312 lb 2536 lb Bearing Length 0.68 in 0.88 in BEAM faAI6 fainter Span Length 16 it Unbraced Length-Top 0 ft = ..._..._....._......__......._les._...._,,...._......._._.__.............__....._.__.._� .... Unbfaced Length-Bottom 16 it STEEL PROPERTIES W12x26-A99250 UNIFORM LOADS Uniform Live Load 73 pif Properties: Uniform Dead Load 36 pB Yield Stress: Fy= 50 ksl Beam Self Weight 26 pill Modulus of Elasticity: E- 29000 ksi Total Uniform Load 135 pill Depth: d- 12.2 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.23 in Load Number One MOM Three EMU Flange Width: bf= 6.49 in Live Load 0 lb 0 lb 0 lb 0 lb Flange Thickness: if= 0.38 in Dead Load 1132 lb 1132 le 712 m 712 lb Distance to Web Toe of Fillet: It= 0.68 in Location 2.5 it 5.5 ft 8.5 it 11.5 it Moment of Inertia About X-X Axis: Ix= 204 in4 Section Modulus About X-X Axis: Sx= 33A in3 Plastic Section Modulus About X X Axis: 2X= 37.2 in3 Design Properties per AISC 13th Edition Steel Manuel: Flange Buckling Ratio: FBR= 8.54 Allowabla Flange Budding Ratio: AFBR= 9.15 Web Buckling Ratio: WBR= 22.3 Allowable Web Budding Ratio: AWBR= 90.55 Controlling Unbraced Length: Lb r 0 it Limiting Unbraced Length- for Ieterakoralonal budding: Lp- 5.33 ft Nominal Flexural Strength w/safety factor: Mn= 82814 ft-Ile Controlling Equation: F2-1 Web height to thickness ratio: httw n 47.13 Limiting height to thickness ratio for eqn.G2-2:h/twaimit 53.95 Cv Factor: Cv- 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor. Vn- 56120 Ile Controlling Moment 13123 ft-lb 7.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Sheer. 33121b At left support of span 2(Center Span) Created by combining all dead loads and live loads on spen(a Comparisons with required sections: &a Provide Moment of Inertia(deflection): 26.02 the 204 Im4 Moment: 13123 Rob 92814 ft4b Shear. 3312 to 66120 Ile Project:BOS0160B Loring Towers Michael Cabral pap Location'Beam'9' Modeler Design Group LLC Multi-Loaded tonal Bean Beam t 1600 Osgood Street Suite 2-101 Bldg 20N A008 International Building Code(AISC 13ih Ed ASD)j North Andover.MA 01845 A992-50 W12x19 x 11.33 FI' Section Adequate By:183.1% Controlling Factor.Moment StruCao Version 6.0.9D.0 10/7/2008 8:55:43 AM DEFLECTIONS p�—� LOADING QlAGRAM Uve Load 0.04 IN L/3381 Dead Load 0.09 in Total Load 0.13 IN U1084 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:LJ240 r x Live Load 2000 lb 20DO lb Dead Load 3430 b 3430 lb Total Load 5431 lb 5431 lb Bearing Length 0.65 In 0.65 In BEAM DATA Canter Span Length 11.33 R Unbraced Lengm-Top 0 R - - .-__...-------.......................__..__11.aa--....._............._......-.- - Unbreced Length-Bottom 11.33 It _STEEL_PROPERTIES W12x19-A992.50 rUROMILOADS CentsL In ve Load 50 pit Properties: ad Load 25 pti Yield Stress: Fy= 50 ksi Weight 19 pH Modulus of Elasticity: E= 29000 kei rm Load 94 nit Depth: d- 12.2 in POINT LOADS_ Web Thickness: lw,= CENTER SPAN 024 in Load Number Q= in Flange Width: bf- 4.01 in Live Load 584 to 584 m Flange Thickness: if. 0.35 in Dead Load 2728 Ib 2728 b Distance to Web Toe of Fillet: k- 0.65 in Location 4.76 ft 6.67 it Moment of Inertia About X-X Axis: Ix= 130 in4 Becton Modulus About X-X Axis: Sx= 21.3 in3 TRAPEZOIDAL LOADS-CENTER SPAN Plastic Section Modulus About X-X Axis: Zx= 24.7 in3 Load Number 902 Design Properties per AISC 13th Edition Steel Manual: Left Live Load 200 plf Flange Budding Ratio: FSR= 5.73 Left Dead Load 80 pit Allowable Flange Buckling Ratio: AFBR= 9.15 Right Live Load 200 ph Web Budding Raflo: WBR= 11.53 Right Dead Load 80 pif Allowable Web Budding Ratio: AWBR= 90.65 Load Start 0 R Controlling Unbraced Length: Lb- 0 R Load End 11.33 R Limiting Unbraced Length- Load Length 11.33 It for lateral-torsional budding: Lp= 2.9 R Nominal Flexural Strength w/safety factor: Mn= 61627 R-lb Controlling Equation: F2-1 Web height to thickness ratio: hftw= 46.38 Limiting height to thickness ratio for eqn.02-2:hRw•timR= 63.95 CvFactor.. Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor. Vn= 57340 lb Controlling Moment: 21766 ft4b 8.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 5431 m At left support of span 2(Canter Span) Created by combining all dead loads and live bads on spen(s Comparisons with required sections: B= Provided Moment of Inertia(deflection): 28.76 Ina 130 ins Moment: 21766 04b 61627 ftab Shear. 6431 th 57340 Ib 08 Project: :Beam C"todng Towers Michael Cabral F/a Location:Beam lU Hudson Design Group LLC12006Mufti-tIntern MultiSpan Beam f1600 Osgood Street Suite 2-101 Bldg 20N A992 0 Wl2x26 Building Code(AISC 13th Ed ASD)] North Andover,MA 01845 A992-50 W12x26 x 18.0'FT Section Adequate By:320.7% Controlling Factor.Deflection StruCelc Version 8.0.90.0 10/7/2008 8:57:28 AM OEFLECMONS Siliu [ LOADING DIAGRAM Live Load 0.12 IN U1772 Dead Load 0.09 in Total Load 0.21 IN U1010 Live Load Deflection Criteria:1.1360 Total Load Deflection Criteria:1./240 REACTIONS e a ' Live Load atmo m atwo m Dead Load 4504 m 4504 lb Total Load 8504 lb 850a lb Bearing Length 0.68 in 0.68 In BEAM DATA Center I Span Length 18 ft ..._.--------I . ------- UnbracedLength-Tap 0 R - ..�..__. ---......_._...-__._-1en-------..__...---__- Unbraced Length-Bottom 18 It STEEL PROPERTIES W 12x26-A992.50 UNIFORM LOADSCenter Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Yield Stress: Fy- 50 ksl Beam Self Weight 26 plf Modulus of Elasticity: E- 29000 kei Total Uniform Load 26 nif Depth: it- 12.2 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.23 in Load Number QMjyi g Flange Width: bf• 6.49 in Live Load 2000 lb 2000 m Flange Thickness: if. 0.38 in Dead Load 3430 m 3430 lb Distance to Web Toe of Fillet: It= 0.68 in Location 1 ft 17 ft Moment of Inertia About X-X Axis: Ix- 204 in4 Section Modulus About X-X Axis: Sx- 33.4 M3 TRAPEZOIDAL LOADS-CENTER SPAN Plastic Section Modulus About X-X Axis: Zx= 37.2 bk3 Load Number QU 3218i9 Design Properties per AISC 13th Edition Steel Manual: Left Live Load 50 plf 200 pff Flange Buckling Ratio: FBR= 8.54 Left Dead Load 25 pff 80 fill Allowable Flange Budding Ratio: AFBR= 9.15 Right Live Load 50 plf 200 pit Web Buckling Ratio: WBR= 22.3 Right Dead Load 25 plf 80 plf Allowable Web Buckling Ratio: AWBR= 90.55 Load Start 1 ft 1 It Controlling Unbrared Length: Lb- 0 It Load End 17 It 17 ft Limiting Unbraced Length- Load Length 16 It left for lateral-toralonal buckling: Lp- 5.33 It Nominal Flexural Strength w/safety factor: Mn- 92814 fl-m Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 47.13 Limiting height to thickness ratio for eqn.G2-2:h/tw-gmft• 63.95 Cv Factor: Cv• 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor; Vn- 66120 lb Controlling Moment 20683 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 8504 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: B20 Provided Moment of Inertia(deflection): 48.6 In4 Nil In4 Moment: 206831t-lb 92814 ft4b Shear. 8504 m 56120 m DATE: l o• • o Project Name: Loruniu (asL`x b Hudson Project No.: PxbollnAO Design Group, Design By: renSG Chk'd By: Page_of_ ^ - l 1 — t ;vyDP� �_ — _7o peF � -� _ �z2 — --Pry P. _ ( C VE+4o .pq TlZ1F�VT3x1Z'4.__AR�iY Io i ( I i — I a;08 y`ty,c Coo P5F 5tn. hW i " 13a3e 12ry77 Y ( 3, -1 1� 9 4:Lq ` 'til _PGS �ja' I c ? 3.i-z fi I10 k ('D•lS I I 1 7 _22,2 + 13 air /2.yr i' +-T +-j i -a 1 , I I � C I I b' -. „ ... In I !j•3Ar., ,Z.ylt 73.22_ f /o3/c c /'76_22K_,-.. <. 13.3i"�� 12•'f k•5 _ a c _ f b I --- - - _ � o _�_...._i- .�'�r- '' -♦• -� -I- I --t-- - -T �I i � *:13;.°�1c i2•`l ��� M i � 1 I i 1 i l +• ^u" �MU •,1AI.w b„ALL at; D161CL'U DURING CONSTRUCTION UNTIL PC.!LIANENT RESTRAINTS ilAVE BEEN INSTALLED. MISCELLANEOUS - - • • 1. CONTRACTOR SHALL VERIFY ALL DI74El7SIO::S ON TIIE J713. 2. CONSULT TIIE ARCHITECTURT.L, UECIIANICAL AND ELECTRICAL DRAUI:IGS FOR VERIFICATI07: OF LOCATION A17D DI:IENSION -OF' CIIASES, INSERTS, OPENINGS, SLEEVES, WASHES, DREPS, RDCEALS, R£GLETS, DEPRESSIOl75, EQUIP:ILNT PADS AND OTHER PROJECT REQUIRL:ME7TS. i . 3. OP8t7INGS Ili SLABS AND WALLS LESS TiLCi 12 INCIIES SQUARE AR£ NOT. SH01,17. ' 4. UNLESS OTHERWISE NOTED, ALL FOOTII:G5 SHALL NE CENTERED UtiDER St:PPORTEU !IE ;BERS. S. ALL FOUNDATIOit WALLS A!:D GRADE BEF.!S SMALL 1% MACED DUPING THE OPE}ATIONS OF EACKFILLING AI4D CO!IFACTION. .pi BRACING SHALL BE LEFT IN POSITION UNTIL RESTRAINTS !!AVE BEEN INST1XLZD.- . 6. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL ELEVATIONS ON PLi,:7S AND EEC:IG:7S :7ITli ARCIIIT£CrUIW. DI7Al7ING , 7., AL1..BPJGK To P>6 ')YFA Ta��IG '(U SjR:1GjURc !2'-O' (M O.G, DLS11TH LOADS LIVE LOADS'.1PA1tTNEi4T5 DEAD LOADS 40 P..S..F. PARTITIONS 15 P.S.F. 6 STAIRS, CORRIDORS " 0-P.S.F. CEILING AND NECHA:7ICAL " { PUBLrq GATHERING AREAS 100_ S P.S.F. P.S.F. ' SERVICES" SNOW TYPICAL ROOF) (40 ?.S.F: • :'r . �'NI1JD• 20-P.S.F. SEISi•IIC r (IN ACCORDANCE NITH U.D.C. gvbr- vCpb 1,,� p3F , 1970 EDITIOZI-ZO14E 2) SI40t:' CANOPY ROOF 120 P.S.F. �t.b12 � (e�gq : '5bffS)c LINTEL SCHEDULE ,. UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS, PROVIDE AND INSTALL LE`ITS..3 FOR :MASONRY OPENINGS ItJ dCCORDATICE . i WITH THE FOLLOWING SCHEDULE: COiiMTE kASONRY UNITS WALL THICKNESS 1•IAIf. I•IASONRY.. . OPENING 4 IN. WALLS � '• " 6 IN. HALLS 4'-O• 1 J 3 1/2 x 3 1/2 x 1/4 2JL 3 x 2 1/2 x 1/4 1 J 4 x 3 1/2 x 1/4 2JL 3 x 2 1 1 J 4 x 3 1/2 x 1/4 /2 x 1/4 S 61-Q" 1 J S x 3 1/2 x 1/4 2JL 3 1/2 x 2 1/2 x 1�4 . ' x 3 1/2 x 1/4 2JL 3 1/2 x 2 1/2 x 1,,(4 ' J 6 x 3 1/2 x 5/iG 2.1� 3 1/2 x 2 1%2 x iJ4 2JL 3 1/2 x 1/2'x- S/16 VIOL • 1.1 n Vp, �. ---�-VU-LC R-AFTP\-������f 2 C CONFORM =12-•24' o,36 - � ' MAXIMUM CONSTRUCTION CLEAR SPANS S.D.I. CRITERIA Total NW Concrete LW Concrete Slab Deck Weight N=9 145 PCF Weight N=14 110 PCF T e PSF 1 S an 2 Span 3 Scan PSF 1 Span 2 S an 3 Span De th • 2022 44 5-7 7-4 7-8 34 6-2 8 3 8 4 4 1/2" 2C20 45 6- 7 8- 9 9-0 34 7- 3 9- 7 9- 11 (t=2 1/2") 2C18 45 8- 2 10- 4 10-8 35 9- 0 11- 3 11- 7 2C16 46 9- 3 11-16 11- 11 36 10- 3 12- 6 12- 11 2C22 5o 5-4 6- 9 7- 1 39 5- 11 7- 11 B- 0 5" 2C20 51 6-3 8- 5 8-7 39 6- 11 9- 2 9- 6 (t=3") 2C18 51 7-9 9- 10 10-2 40 8- 7 10- 9 11- 2 . 2C16 52 8- 10 11- 0 11-4 40 9-9 12- 0 12- 5 • (2C22 C56-J 5-2 6- 2 6- 6 43 5-8 7- 6 7- 8 . (5'1/2? 2C20 57 6- 0 8- 1 8- 3 43 6- 8 8- 10 9- 1 (t=3 1/2") 2C18 57 7- 5 9- 6 9- 9 44 8- 3 10- 5 10- 9 2C16 58 8- 5 1 O- 7 10- 11 45 9-4 11- 7 12- 0 2C22 62 4- 10 5- 9 6- 1 48 5- 6 7- 0 7- 4 6" 2C20 63 5-9 7- 9 7- 11 48 6- 5 8- 7 8- 9 (t=4") 2C18 63 7- 1 9- 1 9-5 49 7- 11 10- 1 1 O- 5 2C16 64 8- 1 10-2 10-6 49 9-0 11-2 11-7 . 2C22 68 4-6 5-4 5-8 52 5-3 6-7 6- 11 6 1/2" 2C20 69 5- 7 7- 6 7-8 53 6-2 8- 3 8- 6 (t=4 1/2") 2C18 69 6- 10 8- 10 9- 1 53 7-7 9- 9 10- 1 2C161 70 7- 9 9- 1 O 10-2 54 8-8 10- 10 11- 3 2C221 74 4- 3 5- 0 5-3 57 5- 1 6- 2 6- 6 7" 2C20 75 5- 5 7- 2 7-2 57 6- 0 B- 0 8- 3 (t=5") 2C18 75 6- 7 8- 6 8- 10 58 7- 4 9- 5 9- 9 2C16 76 7- 6 9- 6 9- 10 59 8- 5 10-6 1 O- 1 1 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Superimposed Uniform Load lost)—3 Span Condition Slab Reinforcement user -in. . Depth W.W.F. As 5.0 1 5.8 1 6-0 6.6 7.0 1 7.6 8.0 8-6 9-0 9-6 10-0 6X6-W2.1XW 04 2.1 0. 2' 84 69 . 41/2" 6X6-W2.9XW2.9 0.058 114 94 t-21/2' 4%4-W2.9XW2.8 0.067 167 138 6X -MAXW2.1 0.042' 163 127 107 8/ 78 . 5" 6X8-W2.8XW2.9 0.056' 206 170 143 122 106 t=3 4X4-W2.9XW2.9 0.087 SOS 62 212 ISO 155 6X6-W2.8XW2.9 0.058' 255 211 177 151 130" 61/2" 4X4•W2.9XW2.9 0.087 378 313 263 224 193 165 9148 , t=31/2" 4X4-W4.0XW4.0 0.120 400 400 351 299 255 -224 _197 6X6-W2.9%W2.9 0.058' 304 251 211 -.155 - 135 NB`; 105 - 84^ , 6" 4X4-W2.8XW2.9 0.087 400 374 314 '267 -231- 201' 177 156 140. _ f369 1 " 6X8-W2.9XW2.9 0.058' 353 202 i-'�i6 '209 1.180 167 138 .122 109 88 68 .� 61/2" 4X4-W2.9XW2.9 0.08T 400 400 - 355 �5t1 ' -268 234 205 - 182 -162. 146 10L t=41/2" 4X4-W4.0XW4.0 0.120 400 400 400 400 ;351 315. . 277. 246 219' -108 177 4X4-W2.9XW2.9 0.08T JW 400 AM 356 '206 258 - 234 207 -165 - 168 150 7" 4X4-W4.0XW4.0 0.120 400 400 - 400 '400 ''400 360 316 280 250 .- - 224 202 t=5' 4X4•W5.0XW5.0 0.150 400 400 400 --400 400. j 400 989 344 807 278 , 2C22 . _ 2C18..,.- - 2C 8 NOTES: 1. 'As does not meet A.C.I.criterion for temperature and shrinkage. 2. Recommended conform types are based upon S.D.I.criteria and normal weight concrete. 3. Superimposed loads are based upon three span conditions and A.C.I.moment coefficients. 4. Load vatues for single span and double spans are to be reduced. 5. Superimposed load values in bold type require that mesh be draped.Seepage 19. 6. Vulcra0's painted or galvanized form deck can be considered as permanent support In most building applications.See page 19. If uncoated form deck is used,deduct the weight of the stab from the allowable superimposed uniform loads. 12 "ASCE702W.xis"Program Version 1.7 WIND LOADING ANALYSIS -Chimneys, Stacks, and Vertical Tanks Per ASCE 7-02 Code for Cantilevered Structures Classified as Other Structures Job Name: Lo o owe S Subject: 1f;ft-Ln4"6 Z-01MVEry Job Number: i joo Originator: I MS L I Checker: Input Data: o V= 110_ mph (Wind Map, Figure 6-1) Class. = II (Structure Classification from Table 1-1) Exposure= C (Exposure Category from Sect.6.5.6) Wind Kzt= 1.00 (Topographic Factor from Sect. 6.5.7) —� a h h= 10.00 ft. (Height of Stacklrank Itself) Hb= 100.00 ft. (Ht.of Stacklrank Base Above Ground) % ° a D= 2.00 ft. (Diameter or Width of Surface Normal to Wind) Hb>=0 Shape? Round (Round, Hexagonal, or Square) (Damping Ratio=0.010-0.070) Elevation Ct= 0.0412 (Period Coefficient=0.020-0.035 Kd= 0.95 ' (Direct. Factor, Table 6-4) Wind Load Tabulation for Stack/Tank z Kz qz p=gz'G'C F=gz'G'Cf'D ft. s s lb/ft Resulting Parameters and Coefficients: 100.00 1,27 $7.24 17.94 __ 35.88 05 1 .00 1.28 37.63 18.12- 36.25� If z< 15 then: Kz=2.01'(15/zg)A(2/a) 110.00 1.29 38.00 18.30 36.61 If z>= 15 then: Kz=2.01'(z/zg)A(2/a) a= 9.50 (Table 6-2) - - -- - - — - zg= __900 _ (Table 6-2) --- - - -- - -_ I= 1.00 (Table 6-1) (Import. Factor) h/D= 5.000 - — - - - freq.,f= 4.316 Hz. (f>=1) Rigid - -- ---- - G= 0.850 (Gust Factor, Sect.6.5.8) -- Cf - 0567 (Figure 6-19:(Press. Coef.) - - - -' —__----- (for Mod. Smooth Surface) Velocity Pressure(Sect.6.5.10. Eq. 6-15): T qz= 0.00256'Kz'Kzt'Kd'VA2'I - - ---- -Net Design Wind Pressures(Sect.6.5.13): - p=gz'G'Cf (psfl -- - - -Net Design Wind Forces(Sect.6.5.13, Eq.6-25): F=gz'G'Cf'D (lb/ft) - Resulting Total Base Shear&Moment: EV(total)= 0.36 kips EM(total)= 38.06 ft-kips 1 of 2 10/6/2008 2:02 PM "ASCE702W.xie Program Version 1.7 Determination of Gust Effect Factor,G: Flexible? No f>=1 Hz. 1: Simplified Method for Rigid Structure G= 0.85 Parameters Used in Both Item#2 and Item#3 Calculations(from Table 6-2): aA= 0.105 bA= 1.00__._ a(bar)= ._..0.154......- b(bar)= 0.65 o= 6.20 . ................. . ..... l = 500 n. e(bar)= 0200. z(min) Calculated Parameters Used in Both Rigid and/or Flexible Structure Calculations: z(bar)= 15.00 =0.6'h , but not<z(min) , ft. Iz(bar)= 0.228 =c'(33/z(bar))A(1/6) , Eq. 6-5 Lz(bar)= 427.06 =I*(z(bar)/33)A(e(bar)), Eq.6-7 gq- 3.4 _ (3.4, per Sect.6.6.8.1) gv= .... 3.4,. .. . (3.4,per Sect.6.5.6.1) gr= 4.525 =(2'(LN(3600'f)))A(1/2)+0.577/(2'LN(3600`0)A(1/2) , Eq. 6-9 Q= 6.968 = (1/(1+0.63'((B+h)/Lz(bar))A0.63))A(1/2) , Eq.6-6 2: Calculation of G for Rigid Structure G= 0.908 = 0.925'((1+1.7'gq'Iz(bar)'Q)/(1+1.7'gv'iz(bar))) , Eq.64 3: Calculation of Gf for Flexible Structure 0= 0:010 Damping Ratio Ct= 0.041 Period Coefficient T= 0.232 =Ct'hA(3/4), sec. (Period) f= „„4,316 = 1/T, Hz. (Natural Frequency) VOW = ........N.A. -V(mph)'(88/60) , ft./see. V(bar,zbar)= NA. =b(bar)•(z(Dar)/33)^(a(bar))•v(88/fSU), n.isec. , tq.tf-14 N1 = N.A. =f'Lz(bar)/(V(bar,zbar)) , Eq.6-12 Rn= N.A. -7.4TN1/(1+10.3'N1)A(5/3),Eq.6-11 qh= N.A., .._.. =4.6'f'h/(V(bar,zbar)) Rh= N.A. = (1/qh}7/(Z'qh^2)•(1-W(-1"qh)) tor qh>U, or = 1 for qh= U, tq. b-13a,b ..._- ....... qB= N.A.. =4.6'f'b/(V(ber,zbar)) RB= _....N.A. ...... =(1/qB)-1/(2'gBA2)'(1-eA(-2•gB)) for qB>0,.or = 1 for nB=0, Eq.6-13a,b qd= N.A. = 15.4'f U(V(bar.zbar)) RL=1 N.A......,...=(1/11L)-i/(2'gLA2)'(1-eA(-2'qL)) for qL>0, or = 1 for qL=0 , Eq.6-13a,b R= . N.A. =((1/8)'Rn'Rh'RB•(0.53+0.47'RL))A(1/2) , Eq.6-10. Gf= N.A. =0.925'(1+1.7'iz(bar)'(gqA2'QA2+grA2'RA2)A(1/2))/(1+1.7'gv'Iz(bar)) , Eq.6-8 Use: G= 0.850 2 of 2 10/6/2008 2:02 PM DATE: ID -b• D 0 ®A Project Name:_��Wt-[ TaWCR.S Hudson ®� Project No.: 1'J09 01100� Design GroupucO Design By: M.hG • Chk'd By: Page_of IP�G�fd- IR h s` &Al tv N is 3r41c_ t j ..i thq --1-4- - �Nw I p 1.SprVv . - ( 4 r> 4m-iaa _�45 psri 1 + + 1 rL �'iJ - a�- , — ?�. to - r . ._j _. N` ! roe 1 po } t � t = - r w INA Lo uix Awl�xst + + I - i , f Site Name Loring Towers Site No. BOS0160B Done by: MSC Checked by: Hudson ®p Date: 10/6/2008 Design GroupucO Calculate Total Ballast Required for Tripod Rooftop Mount P= 366.00 (lbs.) P-7 H= f_ 5 (ft.) H Plan Area of Tripod Mount(Equilateran w w A= side ` 3 in 4 Length of one side= t 10.33 (ft) Equation(Andrew Catalog) A= 46.21 (ft) w =(0.176)(P)(H)-(83) (1.50 factor of safety for overturning) Total ballast required= (3)w w= 239.08 (lbs.) Total Ballast Required= 71T.24 (lbs.) Total Blocks Per Side= ©(assume 38 lb. 4"x8"x16" solid Blocks) Total Area Load of Ballast= 15.52 (psf) w =(0.147)(P)(H)-(83) (1.25 factor of safety for overturning) Total ballast required=(3)w w= 186.01 (lbs.) Total Ballast Required= ( 558.03 jibs.) Total Blocks Per Side= 0(assume 38 lb. 4"x8"x16" solid Blocks) Total Area Load of Ballast= 12.06._ (psf) DATE: ' D Q7 A Project Name:e: LbP.�lr 11F'Qpn�'F1�5' Hudson ® Project No.: lYin�Q!la O b Design Groupuc® Design By: nA� t' Chk'd By: Page of I ILL— LN - l p f2— � If i ills G*eCIL IT-( WA> _ --, I �1-4 � I 5,0 a 1 < C Tom: Awe. .asL ._ Lw _io,r' , -1 s ; o tvrs_+ t�rc>> '3o Pam- ps 1Al USE Lto� 3v St 8t-cc.r--S PE_(t- StpE Based on Allowable Stress of 30,000 P51 STANO AR D LOAD TABLE t OPEN WEB STEEL JOISTS, H- SERIES Adopted by the Steel Joist Institute and American Institute of Steel Construction Inc., November 1, 1972 The black figures in the following table give the TOTAL safe obtained by multiplying the figures in blue by 1.5. In no uniformly distributed load-carrying capacities, in pounds case shall the total load capacity of the joists be exceeded." per linear foot, of H-Series Steel Joists. The weight of Tests on steel joists designed in accordance with the DEAD loads, including the joists, must be deducted to Standard Specifications have demonstrated that the Stan- determine the LIVE load-carrying capacities of the joists. dard Load Tables are applicable for concentrated top chord The load table may be used for parallel chord joists installed loadings (such as are developed in bulb-tee roof construc- t to a maximum slope of % inch per foot. tion) when the sum of the equal concentrated top chord The figures shown in blue in this load table are the LIVE loadings does not exceed the allowable uniform loading for loads per linear foot of joist which will produce an approxi- the joist type and span and the loads are placed at spacings mate deflection of 1/360 of the span. LIVE loads which not exceeding 33" along the top chord. will produce a deflection of 1/240 of the span may be LOADS ABOVE THE COLORED LINES ARE GOVERNED BY SHEAR. LOADS BELOW THE BLACK DOTTED LINES ARE TO BE USED FOR ROOF CONSTRUCTION ONLY. Joist Designation 8113 111113 10111 12113 12114 32H5 12HO 1410 14H4 1 14115 14116 14117 16114 1015 16146 16H7 16H8 nominal-Depth(m.) 8 10 10 12 12 12 12 14 14 14 14 14 16 16 16 16 16 Resist.Moment(in.•lbs.) 91.000 116.000 148.000 140.000 180.000 222.000 260.000 165.000 212,000 259.000 307.000 369.000 22I.W0 289.000 344,1100 413.000 478.000 Max.End React(11,s.) 2400 2500 29M 2800 3200 3600 3900 3200 3500 3800 4200 4900 3800 4300 4M 49M 5200 tApproa.WL(lbs./It.) 5.0 5.0 6.1 52 6.2 7.1 82 5.5 6.5 7.4 8.6 10.0 6.6 7.8 8.6 10.3 11.4 Span in Feet 8 600 9 533 10 44B5 5e 560 11 34o5 455 509 12 346 417 467 467 533 600 650 13 nasffl 431 492 554 600 14 l�7 2N1 411 514 557 457 500 543 600 657 IS 6270 3�3t�3 373 373 ,17 480 520 127 167 507 560 613 16 Ilf 2S3 2fi1 346 384 431 415 115 575 475 538 575 613 650 17 ffi9 3i9 3t.3 376 12I '{.B 776 Ilt 447 494 $41 447 505 541 576 612 Is 551 I86 220 M1253 331g?397 M100 24575 3 1132 98 667 1 Sll 3�2 178 Stl SN 518 19 fit M2g 3 941 3191 y5 3 4 9 /10 3p23 484 56 YO 347490 520f 2p7 9p )g60 }5 IN 3 y0g1 70 3 _773 Z6 37 /g 19521 yy 32 6 pp 338 22 221 1p3528 �g 0 6 N81 336 11 IN :3 ISN5p 21pd 2 7 3Iff 3g�g9` i{{65; IN jj4��(( 33M8� M 3It 42gg007� 2 339�737 N 178 f0f f9b f4! �OB •132• •Td6• • 798 • •233 In IM 2S3 30�d 3'J :5 1 ffg fig ff56 f94 N 99; 949 310 26 ' ff? f9fi ff4 f93 f39 f49 NO fi3 3,715 27 '4! ',1 INf39 f91 $ t1"1l1. . `. . . IN IN fd4 f9! f14 IP6 f�3g9 f39 M &I — '39 12I ft9 4fi f98' IT fib ff4 f4if Ide IN 1 1 132 71 re t4'I/f'/Jr ff fJl/rT 4 1,1rlP MOWS rr Hudson© Design Groupuc PROPOSED PRELIMINARY SKETCHES ANTENNA ORIENTATION KEY nwtro W. IImeAdA batiT. m SECTOR 1 �ypyop1p SECTORA 6CfOR CTI at au w /Bry m mot m-ram SE 0 3 SECTOR I er mal aw-rx�o p, o®ww rmr wo�w.wr SECTOR 5 SECTOR 3uo Hudson O 1W / 1M Cwpnowp. O SECTOR 4 / i G u � N ROOF PLAN .w '\ att/ om mvawm �:� `Q, remwva wmr� � 805016� r m� 1®IOI�OIYFN6 slllaawoloia ®e® SECTOR 6ROOF PLMAN o�.•i�o riuo�om.ao w u w \ s4o \Iza SECTOR 5 SECTOR 3 t80' IDeeRa¢ SECTOR 4 Z-1 nwftpcs. mom 2N-� w Om Mn/0 VMMW� pyp Hudson SAM h - ------------- ........................................... NOW FT RrASM EB Tii ER EH r=------------ ......... ................ ---------........... ... LORING TOWERS ELBIA71ON Hu dson Design Group uc AS-BUILT DOCUMENTS •9•dl ,d;ll ,B•yl 8 yl 9;II 4111 S,P ki _ _ �'91+yIM ,I,571+ZrM •5'OI•.:IM 'I �'SOIv a1M S`JI•yll+ 6'9M21M �j N • � � � L C ptlp I _ PYdS fold la'+�078,_,,. F 3 /- z1750xlom yf cova C w A•. .�• RTjTO SMOG 6 aOlr.Obd—� {7L .� F I � • I 00 4 Q 3 Q'r a cc ea CIO 1 [� '-_— _ V L •I� po,0, rds o Oa6 � IV .i 4a�nobd v�IPj,6 V�.refiN}� 4 cn M i _ CO GG ae ' I yIN t+ I . .. f' �.•: T+Vas fb'S10114..T'p,1•ilQ 21aO41n00'8p16CO3 'f'i '1 �C' •� �i + 9.74 eo aMoa 6 aaiwad I S, o.P.c 26M91 I /� 'W ••� __ W M H t I 6'%I+ZIM 14Dtr yLM SY71'21N M SdIraIM a'%I+yiM ; 6'ii+ZIM �. I I 1 b do, 4 lY c$ 2 a v o tc 21 =d N M ..J l9 F. � of m �- „N •p. 7 •St• .r : .4 UI .B•dl. ..9;A •9•dl. ,hi ry�