STRUCTURAL ENGINEERING CALCULATIONS FOR PROPOSED ROOF MOUNTED SOLAR PV SYSTEM 82.94 kW Roof Mounted Solar Array Montville High School 100 Horseneck Road, Montville, NJ 07045 Prepared for: Power Partners MasTec, LLC. 9140 Arrowpoint Blvd, Suite 200 Charlotte, NC 28273 April 25 th , 2012 Prepared by: 1971 Route 34 ● Wall Township, New Jersey 07719 (732) 449-0099 ● Fax: (732) 449-3131 ___________________________________ T. Sam Chen, P.E. New Jersey Licensed Professional Engineer License No.: 24 GE 044993
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STRUCTURAL ENGINEERING CALCULATIONS FOR PROPOSED ROOF MOUNTED SOLAR PV SYSTEM
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Montville High School 100 Horseneck Road, Montville, NJ 07045 Prepared for: Charlotte, NC 28273 April 25 th Prepared by: ___________________________________ License No.: 24 GE 044993 Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th 1. Code & Standards .................................................................................................................. 6 Structural Analysis Report IEI Project Number # 12003.001 April 25 th EXECUTIVE SUMMARY Power Partners MasTec, LLC. has procured Innovative Engineering, Inc. (IEI) to provide a detailed structural analysis package for one school building with multiple flat roof sections to support the installation of roof mounted solar photovoltaic (PV) systems at 100 Horseneck Road, Montville, NJ 07045. This analysis is to determine the capacity of the existing structures and their components to support the proposed systems and to determine if structural reinforcements are required due to the proposed solar PV and racking systems installation. The total roof area of the subject facility is approximately 170,000 +/- SF in size and consists of classrooms, gymnasium, multi- purpose room, auditorium, cafeteria, and library. The subject facility currently serves as the public high school for the Montville Board of Education in Morris County, NJ. The original building was design and built circa 1968 by Raymond B. Flatt, A.I.A. & William F. Poole, A.I.A. Architects with a subsequent building expansion added in 2002 by USA Architects, Planners, & Interior designers. building containing previous roof replacement, structural plans and details were provided. IEI engineers visited the site on February 10 th constructed in accordance with the drawings and have performed detailed measurements required to determine the existing member sizes and their ultimate capacities in order to estimate the residual capacities for the use to select proper and adequate ballast solar PV systems. residual capacity have been provided herein and performed in accordance with NJ IBC 2009 and ASCE 7-05 and our engineering judgment. Canadian Solar MaxPower CS6X 290M Monocrystalline solar module and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems have been provided by Power Partners MasTec as the preferred products to be used. Based on the provided panel properties and the racking system recommended, the result of this analysis indicates that the existing structural systems within both proposed roof sections (cafeteria & section A) are adequate to support the proposed roof solar PV systems without any repair and/or reinforcement. I. PURPOSE AND SCOPE Power Partners MasTec, LLC. requires a structural calculation report providing a description and residual capability of the existing structural systems within the designated roof sections, located at 100 Horseneck Road, Montville, NJ 07045 to support the additional weight and incurred building code applicable forces due to the proposed solar PV system installation. In order to achieve these goals, the scope of this analysis and report include the following: Observe the components of the existing roof and supporting members that were readily exposed to view. To report on the existing roof structural condition if any deficiency has found leading to any insufficient capacity to support the proposed PV solar system. Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Perform engineering calculations based on provided information, field tests data and prepare a conclusion for the analysis. II. METHODOLOGY The following methods were employed during the course of this analysis: On site observation of components of the roof structural members including existing open web steel joists, steel girders, spandrel beams, metal decks, and structural steel columns. Review available existing construction documents. Utilization of standard reference sources including, but not limited to, the NJ state adopted International Building Code, AISC Structural Steel Specifications and the Steel Joist & Metal Deck manuals. Professional engineering judgment III. OBSERVATION 1. General Based on the drawing provided to IEI, the original school building was designed and built circa 1968 with additional classrooms and gymnasium added in 2002. The estimated footprint of the facilities proposed for the roof mounted solar PV system installation is approximately 40,000 square feet totally in plan (28,000 ft 2 for section A and 12,000 ft 2 for cafeteria). The roof heights of these two facilities are 20’-0” and 35’-0”, respectively, measured approximately from top of existing slab on grade to the bottom of the 1 ½ inch metal deck. The proposed non-penetrating solar PV system will be installed directly over the top of the roofing membrane and will add approximately 8.0 psf additional load to the roof structure at affected areas. The recommendations of the panel types were provided to IEI by Power Partners MasTec and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems has been considered and recommended to us to accommodate the proposed panel efficiently. The worst-case loading scenarios have been considered in the engineering calculation on the safe side. 2. Structural Section A Roof The roof diaphragm of the section A roof is composed of 1 ½ inch 20 gauge galvanized type B metal roof decks, supported by 14 inch deep wide-flange steel filler beams located at 7’-0” maximum on center. These steel filer beams, spanning 28’-0”, in turn are supported by the 14 and 16 inch deep wide flange structural steel girders and steel columns. The existing roofing appeared to be a built-up roof composed of rigid insulation and loose-laid ballast gravels on top. The exterior walls are concrete masonry (CMU) non-load bearing walls. Cafeteria Roof The roof diaphragm of the cafeteria is composed of 1 ½ inch 20 gauge galvanized type B metal roof decks, supported by 12 inch deep wide-flange steel filler beams located at 8’-1 ¾” maximum on center. These filler beams, spanning 18’-0” maximum, in tern are supported by the 18 inch deep wide flange structural steel girders and steel columns. The existing roofing appeared to be a built-up roof composed Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Page 5 of 25 of rigid insulation and loose-laid ballast gravels on top. The exterior walls are concrete masonry (CMU) non-load bearing walls. Structural Analysis Report IEI Project Number # 12003.001 April 25 th 1) International Building Code / New Jersey Edition 2009. 2) ASCE 7-05 Minimum Design Loads for Buildings and Other Structures. B. Accepted Industrial Standards 1. Steel: AISC Specification for Structural Steel Buildings / AISC 360-05 Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th 2. Steel: AISC Specification for Structural Steel Buildings / Sixth Edition, published on 4/1/1965. (for the use for the original building analysis.) 3. ASTM A 6 “General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use.” 4. 80-year steel joist manual – “A compilation of specifications and load tables since 1928.” Published by Steel Joist Institute, 3127 10 th avenue north extension, Myrtle Edition SJI Specifications of CANAM Joist & Deck –Design Manual and Catalog of Steel Deck Products. 6. Specification for the Design of Cold-Formed Steel Structural Members, American Iron & Steel Institute, Washington, DC, 1986 with 1989 Addendum. 2. Assumptions & Input A. Occupancy Classification B. Soil Conditions C. Design Loads 1) Live Loads: a. Ground Snow (Pg) 30.0 psf b. Flat Roof Snow Load (Ps) 23.1 psf Note: Ps= Cs x 0.7 x Ce x Ct x I x Pg Cs = 1.0 Ce = 1.0 Ct = 1.0 I = 1.1 2. Snow Drift: According to the proposed solar PV layout, the snow drifting effect is not applicable due to shadow offset from the adjacent roof projection at the section A roof within the subject site. Snow drifting effect by the existing roof top units is included in the roof live load consideration for the effective areas. Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th 2. Rigid Insulation 1.0 psf 3. Deck 4. Mech./Elec./Plumb 4.0 psf 3.0 psf (Rest of Sections) 6. Estimated Solar Panel Load 8.0 psf –estimated conservatively on the safe side. 7. Framing See Calculation Note: Self-weights of primary and secondary members shall be calculated and included separately. 3) Lateral Loads: b. Exposure (IBC 1609.4) B (estimated at site) c. Importance Factor (IBC 1604.5) I = 1.15 (Category III) e. Damping Ratio 0.05 Mean Roof Height Cafeteria Roof 35’-0” Structural Analysis Report IEI Project Number # 12003.001 April 25 th SEISMIC Note: Use the USGS (US Geological Survey) program by inputting the ZIP code of the job site to obtain the seismic parameters. (ZIP = 07045) II. Building Main Frame: a. Site Class D (Assumed) Note: Per ASCE 7-05 11.4.2, Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used. Fa = 1.523 Fv = 2.400 S1 = 0.070 (1-second Period Spec. Response Acct.) b. Seismic Design Category C Note: IBC 2006 Table 1613.5.6 (1) & (2) c. Importance Factor (IBC 1604.5) I = 1.25 (Category III) d. Seismic Group III Note: IBC 2006 Table 1604.5 Occupancy category of buildings and other structures: For buildings and other structures except those listed in Occupancy Categories I, III and IV, the occupancy category is IV. e. Response modification Factor (R factor) 3 Note: ASCE 7-05 Table 12.2-1 Design Coefficients & Factors For Seismic Force- Resisting Systems. The Seismic Force-Resisting System falls into the item H “ Steel Systems Not Specifically Detailed for Seismic Resistance, Excluding Cantilever Column Systems.” (IBC Table 1604.5) h. Building Period Coefficient (Ct) 0.028 Note: ASCE 7-05 Table 12.8-2 Values of Approximate Period Parameters Ct and x 3. Material A. Steel 2. Structural Steel Plate: ASTM A572 or A36 3. Cold Formed Light Gage Shapes: ASTM A570 4. High Strength Bolts ASTM A325N Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Page 10 of 25 V. SUMMARY OF RESULTS No reinforcement to the section A and cafeteria roof areas within the subject building is required due to the installation of the proposed PV solar system. The conclusions reached by IEI in this report are only applicable for the Canadian Solar MaxPower CS6X 290M Monocrystalline solar module and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems information provided to us and the observation from our visit on February 10 th , 2012. These results are also based on the estimated code-applicable loads for the geographic location of the site and the additional loads from the proposed solar systems. It should be noted that IEI shall be informed of any additional load other than the proposed systems mentioned above; e.g. any additional roof membrane to be installed prior to the Solar PV and racking systems installation. See the following for detailed descriptions for items checked: 1. The existing 20 gauge 1 ½ -inch roof metal decks of the subject facility roofs have been checked adequate to support the current code applicable loads and the panels support reactions. The result is based on the calculations using the proposed Canadian Solar MaxPower CS6X 290M Monocrystalline solar module and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems and the ideal layout for performance. The worst case loading scenario has been considered in the calculation for the existing roof deck to support the largest reactions located at the center of the deck span. Both the stress and deflection of the existing metal deck has been verified meeting the current building code requirements. 2. The typical existing wide flange steel girders and filler beams have been verified to be adequate and sufficient to support the existing loads including code applicable dead and live load as well as the effects from the proposed Canadian Solar MaxPower CS6X 290M Monocrystalline solar module and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems installation at the subject flat roof. The worst case loading scenario has been considered; i.e. the support reactions from the solar panel mounts line up and fall into the vicinities of one single span steel filler beam. The results from our analysis have also indicated that the existing structural steel wide flange columns within the areas proposed to support the solar PV system are adequate to support the additional loads from the solar PV panel and racking systems by inspection and our engineering judgment. 3. The building foundations are deemed to be adequate to support the additional loads by inspection based on our professional engineering judgments, considering the relative small additional weight from the solar panels + racking systems in oppose to the high capacity building column foundations. 4. The increased seismic loads due to the additional weight from the proposed PV and its racking systems have been verified to be small than the tolerance set forth in the current building code requirement. Therefore the existing lateral load resisting system (LLRS) is deemed to be adequate and no seismic reinforcement to the LLRS is required. VI. DETAILED ENGINEERING CALCULATIONS Synopsis & Existing Building Anatomy Based on the existing drawings provided and the site visits made on February 10 th , the subject facilities including the section A and gymnasium roof have been maintained in a good condition. No signs of deterioration and/or structural distresses were found from the accessible areas. The existing building systems are divided into multiple sections by building expansion joints. Majority of the lateral system have been designed as ordinary moment frames. Curtain walls with brick veneer system are installed around the building perimeter. For the 1968 built building where the solar PV system is proposed, the roof structure is comprised of steel filler beams spanning in between the structural steel columns and wide flange girders. A 20 gauge 1 ½ inch Type B Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Page 11 of 25 metal deck is present and supported by these steel filler beams located at a maximum 8’-1 ¾” spacing throughout the original building facility. The following items have been checked with the addition of the proposed roof mounted solar PV system: 1. Properties of proposed PV solar and Racking System operating weight estimate. 2. Wind pressure calculation based on the geographic location of the subject site and the criteria set forth in the wind load provision of the currently NJ adopted building code, IBC 2009, Chapter 6. 3. Existing 1 ½” roof deck panels to support existing and additional loads. The existing roof deck has been verified to be a 1 ½ - inch 20 gauge Type B metal decks within the original building based on the existing drawings. A worst case load scenario and longest span observed was used for the engineering calculations. 4. The typical interior structural wide flange steel girders & beams have been checked per the current AISC steel manual to satisfy the building code requirements. The calculation below uses the worst cases within the roof sections of the subject building. 5. Lateral Load Resisting System* – To verify if current lateral systems shall be reinforced due to add’l seismic forces from additional panel mass. Since the overall surface of building subject to current code applicable wind pressure has not changed, the wind effect on the existing Main Wing Force Resisting System (MWFRS) shall remain the same. However, the roof deck and girder members shall be checked against existing loads plus wind components and claddings along with the additional weight from the proposed solar PV system installation. Analysis & Calculations 1. Properties of proposed PV solar and racking system operating weight estimate are as following: Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Width = 3.23 feet / each panel Length = 6.41 feet / each panel Self weight = 61.73 lbs / each panel (i.e. 2.99 psf) Racking: Based on the information provided to us, the PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems has been provided to us for the calculation & analysis purpose. The proposed racking system consists of three major parts – a module support with integrated ballast, a claw for module attachment and a wind deflector. 2. Wind pressure calculation based on the geographic location of the subject site and the proposed the solar PV & racking systems. In order to estimate the applied loads at various roofs within the subject site, wind pressure calculations based on the geographic location of the subject site and the existing flat roof. It should be noted that the proposed solar panel will be installed to the existing flat roof with 10 tilted degree. In order to estimate applicable wind pressure, calculate the velocity pressure per ASCE 7-05 Sect. 6.5.10: Velocity pressure = qh = 0.00256 Kz x Kzt x Kd x V 2 x I = 0.00256 x 0.73 x 1.0 x 0.85 x 90 2 x 1.15 = 14.8 psf Kz = the velocity pressure exposure coefficient defined in ASCE 7-05 Sect 6.5.6.6 = 0.73 For the proposed panels with no degree tilted on a gable roof, the worst case net Pressure Coefficients for windward and leeward are as follow (ASCE 7-05 Figure 6-5 & 6-11B): Net internal pressure coefficient = GCpi = -0.18 & +0.18 per ASCE 7-05, Figure 6-5 Net external pressure coefficient = GCp = -0.8 & +0.3 per ASCE 7-05, Figure 6-11C PU = Calculate design wind uplift (psf): qh x [(GCp) - (GCpi)] = 14.80 x [(-0.8) - (+0.18)] = -14.5 psf (Design net uplift wind pressure estimate) PD = Calculate design wind downward (psf): qh x [(GCp) - (GCpi)] = 14.80 x [(+0.3) - (-0.18)] = +7.10 psf Estimate wind pressures: Wind uplift pressure Apply net wind uplift pressure to the proposed PV system to calculate wind load force in uplift case. The uplift pressure in vertical direction (local coordination) shall be: -14.5 x COS (10 tilted degree) = -14.28 psf Wind downward pressure Apply net wind downward pressure to the proposed PV system to calculate wind load force in downward case. The downward pressure in vertical direction shall be: +7.10 x COS (10 tilted degree) = +6.99 psf. Montville HS Roof, Montville – PowerPartners Structural Analysis Report IEI Project Number # 12003.001 April 25 th Page 13 of 25 Since the code applicable roof snow load is greater than 75 percent of wind downward pressure plus roof snow load, the controlling load combination shall be existing dead load plus the roof snow load. Therefore, load combination of existing dead load plus the code applicable roof snow load will be considered as the worst case loading scenario for the components and cladding check below. 3. Existing 1 ½” 20 GA roof deck check - Per field measurement and existing drawings, the existing 20 gauge cold formed roof deck is supported on top of the steel filler beams in a spacing of 8’-1 ¾” o/c. The properties of the existing roof deck are: 20 33 2.1 0.2 0.23 0.23 0.24 SECTION PROPERTIES Gauge Fy The Canadian Solar MaxPower CS6X-290M Monocrystalline Solar Module and PanelClaw Grizzly Bear FR Gen II 10 Degree racking systems or equivalent will used in the analysis based on the information provided to us. With a 10° panel tilt, the proposed panel sizes, and the ideal racking systems provided to us, the existing metal deck with a tributary width equals to the panel support spacing in the longitudinal direction = 6’-5” was check as following: Per existing drawings and current governing codes, the existing Dead & Live loads used for analysis are: Existing DL = 17.1 psf (Estimated Dead Load over Metal Deck only) Total Existing Load= 17.1 psf + 23.1 psf = 40.2 psf Note: Existing dead & live loads has been estimated as following: Roofing = 7.0 psf (per existing drawings) Rigid…