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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00066 - 274 E 3rd S - Solar PanelsNOESIS ENGINEERING SERVICES, PC Structural Calculations Eda Ashby Garage Truss — Rexburg, ID Prepared For: Total Solar �S�ONAI 63-0 t IP V Prepared By: Daniel B. Sharp, PE Noesis Engineering Services Idaho Falls, ID t • + L _ - 1 _ y • '-ram`_' A:� Vex CC A.A 104 deek { J n\ 19037 qua Ashby Garage Truss May 21, 2019 RogerYoung Total Solar Missoula, MT Re: Eda Ashby Gauge Truss Dear Mr. Roger Young'. Per your request Noesi s E ngi n eeri n g Services (NES) has completed a limited analysis of the garage trusses at 274 E 3rd St. South in Rexburg, ID. Please see the RISA Report and ivlathCAD Report for a The fallowing measures are listing of the calculations used to determine the strength of the trusses. required: • Due to the additional loading of the polar panels, each garage truss where a solar panel is attached shall be reinforced with an additional 20-Inch member along both top chords. f you have any questions, please contact me at (208) 932-2720. Respectfully, 3 6, Ll - ?- D 11 R Be Daniel B. Sharp, P.E. NO[SIS ENGINEERING SERVICLSo P.C. 1680 Woodruff Park Idaho Falls, ID 83401 Attached: Calculation Report *ftr.-: ,a, No.esis Engineering Services Idaho Falls, ID Reviewed By.- DKB 1 of 2 NOESIS ENGINEERING SERVICES, PC Structural Calculations Eda Ashby Garage Truss - Rexburg, ID Prepared For: Total Solar Technologies do -� - 047 V ■ Prepared By: Daniel B. Sharp, PE Noesis Engineerinc Idaho Falls, Services Ma Noe is Engineering Services, P.C. -9 - 7 0 office 0 Woodruff Park Idaho FaII } ID 83401 PROJECT I F Rase :—_ 4.11 Lt }_ .S -b ft t r.u, • J 2 ft stud F— 16 in Depth :_ 27 -oft oral ,0 o L � . peck truss —_ 1 ft ,act ratio Depth = 0.74 L tru ss k rr a:= 5.25 in 2 APPLIED LOADING: D L :_ S psi SHOP DESIGN 107 EDA ASHBYGARAGE TR UANALYSIS QS/27/2a19 Average roof slope, rise per 12 units DESIGN ENGINEER: Daniel Sharp, PE REVIEWED BY: David Boter, PE Shop Length from outside of wail that the east truss spans Truss spacing Stud Spacing Shop Depth f om outside of wall Roof peak height above wall NDS 2015 SDPWS, Table 4. .4 Cross -Sectional Area of Truss Vembers Roof and Floor dead load Check the roof dead load a ��on, D L Truss : = 0. s 0Ljn p5f sf D Lsheeti::1. 5 * ps —1. 5 pSf DLrooflng _— (2 + 1-5) - p5f — 3.5 PSf DLdrywall:_ 0 * Psf Trusses D L per span, used the reference below Structural food Design, Jan 008 Fiberglass per inch, Su rvey of Loca I Aval lab le I nsu I ation Asphalt 1/4" SIB Ingles# plus -ply felt, "Structural Wood Design'' Jere 200 Assn e 5/ " drywall check s + DL,n_s + Nsheeting + DLrooftr?g + DLdrywcjj psf LL 0 psf FLL -.— 40 psf DL 12 psf .L :_ 50 psi Ed a Ashby Garage Tr USS. MCd PREENGINEERED FRAMING Roof live load IBC Table 1507.1) in.of Trusms Floor live load (IBC Table 1607.1) A5. W M1 1Q1 Ceti V90 a Check must be less than or equal to initial assumption Wall dead load (ASCE 7-10 Table 0-1) Ground snow load City of Rexburg) Created with PTC Mathcad Express, See wvuw,mathcad.com for more infol,mation. 9 Doesis Eng'Ineering Services, P.C. - 70 office 16Woodruff Park Idaho Falls, ID 83401 Flat Roof Snow Loads **=1, LFR:=0.o CE* Ct'1*LG-4 psf Sloped Roof Snow Loads S:_ SLSR :_ Cs -b SL FR — 42 psf L,? : = SLSR = 4 2 ps TRUSS RIT LOADING: WT : _ truss _ 2 ft LT �_�ss = 36.5 ft T `— truss D := DL a Struss 10 Pf W -= RLL * S, = 40 pif ws:— SL,� -a S., — 84 pif Lruss Panel Widths 6 Panels Panel., *_ 6.62S ft PcineI2 -=: 5,771 ft ae}3 ,=- 5.854 ft Pan e14 Po ne1_3 = 5 - 854 ft Panel,:----:: PG el _ 5.771 ft Panel :_ Panel, ` 6.625 ft Trtutary Mdth of Joint, :-- Ponel, 2 er Joints (7loints = 3.313 ft Jotnt2 Panel, + 2 Eda Ashby Garage Tru s.mcd PcineI 2 SHOP DESIGN 19037 EDA ASHBY GARAGE TRU55 ANALYSIS — 6.198 ft osl21/zoz9 DESIGN ENGINEER: Danel Sharp, PE REVIEWED BY: David Botr, PE Exposure Factor (ASCU 7-10 Table 7-2), based on Partically exposed, terrain (surface roughness) B Thermal Factor (ASCE 7-10 Table 7-3), based an unheated and open air structure lmpor'tance Factor �ASCE 7-10 Table 7-3j, based on Risk Category I1 Fl.gt roof snow load, ASCE -1 0, 7 . :1 Roof Slope Factor (ASCE -10 Table 7_ ), based on thermal factor, non -slippery surface and figure 7-2 of RIS E -1 Sloped roof snow load,, ASCE -10.F 7-.4-1 Roof snow load Tributary width of each truss Tributary length of each truss Tributary area of each truss M tri bated dead load on truss Distributed roof live load on truss Distributed roof snow load on truss � :reated with ��TC Mathcad Express., See wv+rvu,mathcad.com for more information. �\ l Nvesis Engineering Services, P.C. 208-932-2720 office 1680 Woodruff Park Idaho Falls, ID 83441 joint Pane'2 pone'3 + --- 5.8 2 V SHOP DESIGN 05/21/2019 17 EDA ASHBY R E TRUSS ANALYSIS — Pane13 Pane'4 - 5.854 ft Join t6 i= Jrt7 : -- PoneI5 u Pane}, = 6.198 ft Pan e16 3.313 ft Point Loads on Truss Joints (DEAD PD-1:_ ) 6 Joiti _ 3112S 1b ,P .- wo .9 Joint2 = 61-98 'bf I = 58.125 1bf PO4 : _ WO ; JOi t4 _ 58.54 1b PD_5 -- w. Y joint_5 - 58-125 ibf PD6 :- L) b Jof t.5 r 6 1.9 8 1b PD WE) • Jo rnt7 _ 33.125 1b 'point Loads on Truss points (ROOF LIVE PLI : _ WL # joint, - 132.5 lb PL2 "— WL * 10int2 Z-247.9 2 1bf PL3 WL9 Jojnt3 —7- 3 2. 5 1bf P L4 : = WL a }o r t4= 2 34.16 lb PL5: — �VL a Joint5-2- 3 2.5 tbf PLC.;= ,* Join t.-4. 1b PU == WL * JO in t7 =1 3 2.5 1b Point Loads on Truss Joints (SNOW' Psi : = ws •Joint, = 1b P := _, * Joint - 520.632 1b PS.3 . =-- WS *Joint3 -488.25 1bf p := w.#Joint, :-- 49 1.7 3 5 14 PS5:— w's * Joint, — 488.25 lbf Ps6:= ws e Jointfj — 520-632 lbf PS7:�--- WS * Joint7 = 278.25 lbf DESIGN ENGINEER: Daniel Sharp, PE REVIEWED BY: David Bute rx PE Eda Ashby Garage Truss.rncdx Created with PTA Mathcad i.--�pres�. 5�e ���,m��hcad,com for more info- oration. 40 y Noesis Engineering Services, P.C. 0_-0 office 10 Woodruff Park Idaho Falls, ID 83401 } TRUSS GRAVITY LOADING Solar P solo r :— 6 P5f 4 ft O -5010r -SOlar' Wsofar — 2 4 P I The distributed solar panel to lb Edo Ashby Garage Tru,s.mcd the tot) c SHOP DESIGN 19037 EDA ASH BY GARAGE TRUSS ANALYSIS l: adin rd of 0512112019 DESIGN ENGINEER: Da nlel Sharp, PE REVIEWED B: David BQyter, PE Estimated weight per square foot of solar panels. 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