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HomeMy WebLinkAboutB15-0173• RO SSip ` Ground Mount Pages Fy • a � P Customer Name: Dave Woods Notes a NO -70964 Site Address: 20 Red Fox Ct. Phone: (530) 230-7825 * Ev 6/30/17 SOLAR Chico, CA 95973 APN# 047-440-036-000 4P 3711 Meadow View Dr. tk100CIAL Size of System DC KW : 16.8 kW Cross Street: Wild Rose Circle 9rF Redding, CA 96002 y ( � Op -%FO (530)410-6566 Design By: I James Whitehead I I . 5SR TEE slide rib with set screws are used to connect the crossbar and uprights 75 2" .6� 11ri f 1, > 4 a d I r c _ - — 7.6.. (3'11" 11/2" Schd 40 Galvanized Pipe 37' LA 18 4111 , FL 4 Ud£ 1i 11/2" Galvanized Pipe set within Ground level 3" of the bottom of the footing. - $.2•, r . _ 1-1/2" Sch 40 diagonal Undisturbed Earth I' ol-3 brace as shown w/ Hol- 3' laender 17 joints each Concrete Pours 1-1/2" sch 40 hori- Ground Level end to posts. Position Ir zontal brace as � 17 joints tight to the 1 shown w/ 5SR Tees 6" max from ground to cen- 5SR Tees on each end.,.:y'; end end to posts. terline of horizontal brace. . RMIT # B COUNTY ELOPMEN. S RVICES VI ` ED R CF 0P_L DA 3 6 B Wire Size, Voltage Drop, & Concrete Calculations rMw"2211S 't TO!R 3711 Meadow View Dr. #100 Redding, CA 96002 (530)410=6566 Customer Name: Dave Woods Notes Greensky uw911711S KMV1113115 Site Address: 20 Red Fox Ct. Chico, CA 95973 Phone: (530) 230-7825 APN# 047-440-036-000 Cross Street: Wild Rose Circle Size of System DC(KW): 16.8 kW Design By: Tara M. Williams .Voltage'Dcop Calculator.} Result Voltage.drop: 0.92. Voltage drop percentage:,2.05% Voltage; at th e. en&.235M Please note tnatthe.result is an estimation based onnorm_ al condition. Th.e actual voltage drop can vary depend on the condition otthe wire, the corid6fl b ing used; the temperature; the connector the frequency etc: But;_in most cases tWIl be very dose: Hole,• Colu nht ' or' Round Footings " Results - - �1Q`B96cubicfeetor0.407txibicyards'or03�1``cublcine_ters,. If,pre mixed concrete", d,i's 1;46241'16s or6fi31`96 kgs: - :(f60ibs'perbag, itis''24:374bags° :If 80 lbs'per•bag itis 18.28 bags? Diameter: 24 ;Inch° � •tet iDepthorH;elghf° 42t�inch Quantity„ �;Celculatej;�l GROUND MOUNT SUMMARY SHEET Enter data from engineering sheets or manufacturers recommended installation instructions. All data should be for 85 MPH minimum wind speed and Exposure Category C. All spacing dimensions are OC Tilt 't Total number of footings/row 2-14 Total Spacing between footings U NOTES: Above grade 1 Diam Galvanized pipe Schedula'*46 Diameter flet Height Engineering drawings required if over 6 Depth Spacing OWNER: CONTRACTOR: h M-0.0031) - WL -0.035`1) - W -0.0351 ' W -0.0031 D 0.003 • - D 0.003 - D 0.003 Span =2.90ft •Span =7.50n Span 2.90 ft -- r'Applied loads �,.. _ . ', ;•' 174 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0030 ktft, Tributary Width =1.0 ft, (DL) Uniform Load: W = -0.03510 k1ft, Tributary Width =1.0 ft, (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 k/ft, Tributary.Width =1.0 ft, (DL) Uniform Load: W = -0.03510 k/ft, Extent = 0.0 ­> 3.750 ft, Tributary Width =1.0 ft, (Wind, high side) Uniform Load: W = -0.00310 k/ft, Extent = 3.750 ->> 7.50 ft, Tributary Width = 1.0 ft, (Wind, Low Side) Load for Span Number 3 ' Uniform Load: D = 0.0030 ktft, Tributary Width =1.0 ft, (DL) r Uniform Load: W = -0.00310 k/ft, Extent = 0.0 ->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) 'DESIGN.SUMMi4RY,, c,r Maximum Bending= 0.081 k -ft Maximum Shear = 0.06499 k Load Combination +0.60D+0.60W+0.60H Load Combination +0.60D+0.60W+0.60H Location of maximum on span 2.900ft Location of maximum on span 2.900 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection „ Dsgn. L = 2.90 It Title Block Line 1 Max Downward Transient Deflection 0.000 in Project Title: 0.06 ' 7, 1 You can change this area 0.03 Max Downward Total Deflection Engineer: , 7+• Project ID:' - . using the "Settings" menu item ' 566546 , # r ,' 0.01. _ Protect Descr: r 1 ;;. and then using the "Printing & •r, , a '' ! 0.01, Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 Title Block" selection. Dsgn. L = 2.90 It 3 _ n• -�'1•tn. ITitle Block Line 6 - Printed: 14 SEP 2015, 9:37AM Dsgn. L = 2.90 It GeneralBAnalysis, p `File=C:\Users\OwneADOCUME-1\ENERCA-1\REVOLV,I.EC6,,eam -0.01 0.01 y,,, Dsgn. L = 7.50 It 2 r•:*�ENERCC,INC.1932015, Build:6.15.730,Ver6.15.7.30,Xi - ' 0.01 , Dsgn. L = 2.90 ft .3 -0.01 0.01 ` ' 0.01 +D+Lr+H Description': A0.1 - Wind Load Distribution, Direction 0, Load Case B , '* s Dsgn. L = 2.90 ft t -0.01 0.01 " " 0.01 Dsgn. L = 7.50 ft _0 0.01 ..yJGe eral Beam Prop iert es ' ' , r z �= 0. Dsgn. L = 2.90 ft 3 -0.01 Elastic Modulus 29,000.0 ksi �J'� o �0. +D+S+H - Span #1 Span Length = 2.90 ft Area = 10.0 in12 Moment of Inertia = - `. 100.0 inA4 BUTTE COUNTY DEVEb@PMENT SERVICES Span #2 Span Length = 7.50 ft Area = '. 10.O inA2 Moment of Inertia- = 100.0 inA4 ' Span #3 Span Length = 2.90 ft Area = 10.0 inA2 Moment of Inertia" _ . 100.0 inA4 h M-0.0031) - WL -0.035`1) - W -0.0351 ' W -0.0031 D 0.003 • - D 0.003 - D 0.003 Span =2.90ft •Span =7.50n Span 2.90 ft -- r'Applied loads �,.. _ . ', ;•' 174 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0030 ktft, Tributary Width =1.0 ft, (DL) Uniform Load: W = -0.03510 k1ft, Tributary Width =1.0 ft, (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 k/ft, Tributary.Width =1.0 ft, (DL) Uniform Load: W = -0.03510 k/ft, Extent = 0.0 ­> 3.750 ft, Tributary Width =1.0 ft, (Wind, high side) Uniform Load: W = -0.00310 k/ft, Extent = 3.750 ->> 7.50 ft, Tributary Width = 1.0 ft, (Wind, Low Side) Load for Span Number 3 ' Uniform Load: D = 0.0030 ktft, Tributary Width =1.0 ft, (DL) r Uniform Load: W = -0.00310 k/ft, Extent = 0.0 ->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) 'DESIGN.SUMMi4RY,, c,r Maximum Bending= 0.081 k -ft Maximum Shear = 0.06499 k Load Combination +0.60D+0.60W+0.60H Load Combination +0.60D+0.60W+0.60H Location of maximum on span 2.900ft Location of maximum on span 2.900 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection „ Dsgn. L = 2.90 It 1 Max Downward Transient Deflection 0.000 in t 0 0.06 Max Upward Transient Deflection 0.000)n 0 0.03 Max Downward Total Deflection 0.000 in 837032 3 Max Upward Total Deflection -0.000 in 566546 , # r ,' 0.01. _ 4 .x-.--u"m--rte- t -re .. _ s - �.--.,. _.-v---- a - maximum Forces.&'Stresses'for.Coad Comfiinatio'ns? Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax_ + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope „ Dsgn. L = 2.90 It 1 0.08 0.08 0.06 Dsgn. L = 7.50 ft 2 0.08 0.03 0.08 ; 0.06 Dsgn. L = - 2.90 It 3 -0.01 0.01 , # r ,' 0.01. _ +D+H Dsgn. L = 2.90 It r 1 -0.01 0.01 •r, , a '' ! 0.01, Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 It 3 -0.01 0.01 } 0.01 +D+L+H Dsgn. L = 2.90 It 1, -0.01 0.01 v .0.01 =' Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 - ' 0.01 , Dsgn. L = 2.90 ft .3 -0.01 0.01 ` ' 0.01 +D+Lr+H '* s Dsgn. L = 2.90 ft 1 -0.01 0.01 " " 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0. Dsgn. L = 2.90 ft 3 -0.01 0.01 �J'� o �0. +D+S+H PERMIT# Dsgn. L = 2.90 ft 1 ° -0.01 0.01 BUTTE COUNTY DEVEb@PMENT SERVICES . Dsgn. L= 2.90 ft Dsgn. L = 2.90 ft 2 3 � 0.01 -0.01 - -0.01 0.01 0.01 REVIEWED FOR +DD.gn.L= 2.90ft 1. -0.01 0.01 C® ®C�i011� ! Dsgn. L = 7.50 ft e 2 0.01 -0.Ol ' 0.01 ,, - pA 3 0.01 Y - J. Title Block Line 1 Project Title: can change this area { Engineer: = Project ID: . S. using the "Settings" menu item , , 1 ti , Protect Descr. t 1 :4_ and then using the "Printing & ' Title Block" selection. • T Title Block Line I) .. _' - •`� Printed: 14 SEP 2015, 9:37AM _ ;General Beam Anal sis`+�` fi'"�` `, `+ `" #` r f "File=C:lUserslOwnerIDOCUME-1\ENERCA-11REVOLV-1.EC6'ti 4f.a�.ac t'- ' _w _i .,�_.{ ! ".: t +" rn� 4� ENERCALC, INC. 19832015, Build 6.15.7.30, .15.730 A P'•1-. 1.119Engineering Consultants, Inc Description : A0.1 - Wind Load Distribution, Direction 0, Load Case B Load Combination Max Stress Ratios Summary of Moment Values . 'Summary of Shear Values • Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega ,Cb ' Rm ` ' Va Max Vnx Vnx/Omega Dsgn. L = 2.90 It 3 -0.01 0.01 r 0.01 - +D+0.750L+0.750S+H .. �' L Ff Dsgn. L = 2.90 It 1 -0.01 0.01 r '' 0.01 r; Dsgn. L = 7.50 It 2 0.01' -0.01 0.01 0.01 Dsgn. L = 2.90 It 3 0.01 0.01: r' * +D+0.60W+H a e \ Dsgn. L = 2.90 ft 7: 1 t ., 0.08 0.08 0.06 Dsgn. L = 7.50 It 2 `' 0.08 •0.03 0.08 0.06 T µ Dsgn. L = 2.90 ft ,, 3 - - -0.00 0.00 `" ` ' 0.00 +D+0.70E+H -' Dsgn. L = 2.90 It 1 -0.01 0.01 ` . ti' 0.01 , Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 " +D+0.750Lr+0.750L+0.450W+H ' Dsgn. L `= 2.90 It 1 0:05 0.05 0.04 Dsgn. L = 7.50 It 2 0.05 -0.02 • 0.05 0.04 Dsgn. L = 2.90 It 3 `401 0.01 ' 0.00 +D+0.750L+0.750S+0.450W+H - Dsgn. L = 2.90 It 1 0.05. 0.05 ' 0.04 Dsgn. L = 7.50 ft 2 0.05 -0.02 0.05 0.04 Dsgn: L = 2.90 It 3 -0.01 0.01. 0.00 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.90 It 1 -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 - . -0.01 0.01v ?' 0.01 Dsgn. L = 2.90 It 3 r -0.01 ,, 0.01 , '' ,; ' . 0.01 +0.60D+0.60W+0.60H • r Dsgn. L = 2.90 ft 1 0.08 0.08 0.06 Dsgn. L = 7.50 ft .2 0.08 ., -0.03 0.08 0.06. , Dsgn. L= 2.90 It 3� r . '.0.00 0.00 %0.00' +0.60D+0.70E+0.60H Dsgn. L = 2.90 It 1 -0.01 0.01 r 0.01 = Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 ' Dsgn. L= 2.90 It 3 -0.01 0.01 r 4 0.01" ,OverallMaximum Deflections ` t:';� ..;4 ' ;: ;•, Load Combination Span Max. =" Def! Location in Span Load Combination Max. "+" Defi Location in Span 1 -0.0000 0.000 W Only K * -0.0002 0.000 2 0.0000- 0.000 W Only ' 0.0001, 3.892 W Only 3 0.0001 ' ' , 2.900. - `+' .. + 0.0000 ° ' 3.892 Vefilc8l ReaCt1011S Fit " � 7 'r .1 R ��„,, F : Support notation :Far left is #1, c Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum0.221 -0.033 - Overall MlNimum 0.012 0.000 J +D+H, 0.020 0.020 ' +D+L+H 0.020 0.020 r7 „ , • . .+D+Lr+H 0.020 0.020 + +D+S+H 0.020 0.020 +D+0.750Lr+0.750L+H 0.020. 0.020 +D+0.750L+0.750S+H 0.020 0.020 I +D+0.60W+}i 0.113 0.000 +D+0.70E+H 0.020 0.020 +D+0.750Lr+0.750L+0.450W+H -0.080 0.005 ` +•. + .a .� Y +D+0.750L+0.750S+0.450W+H -0.080 0.005 j y D+0.750L+0.750S+0.5250E+H' 0.020 0.020 - M ^• ' ; ' +0.60D+0.60W+0.60H -0.121 -0.008 _ +0.60D+0.70E+0.60H - A012 0.012 • , • l �. '• '.�. - D Only. - 0.020 0.020 _ s., ' Lr Only '' LOnly BUTTE C®UNT� SOnly .. WOnly -0.221 -0.033 pig BUILDING DIVISION • r E Only HOnly ®® 'APPRUV E W1121. W 0.0273 W 0.0273 - - - - W 0.0246 D(0.003) Q(0.00 D 0.003 Span = 2.90 rt t Span = 7.50 n Span = 2.90 n f.Appiied Loads ;1�r " ,� '_. � °', Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 " Uniform Load : D = 0.0030 klft, Tributary Width =1.0 ft, (DL) w: Uniform Load: W = 0.02730 k/ft, Tributary Width = 1.0 ft, (Wind, high side) L Load for Span Number 2 •. ' . Uniform Load: D = 0.0030 klft, Tributary Width =1.0 ft, (DL) Uniform Load: W = 0.02730 k/ft, Extent = 0.0 -> 3.750 ft, Tributary Width =1.0 ft, (Wind, high side) Uniform Load: W = 0.02460 klft, Extent = 3.750 ­> 7.50 ft, Tributary Width =1.0 ft, (Wind, Low Side) c- Load for Span Number 3 Uniform Load: D = 0.0030 klft, Tributary Width =1.0 ft, (DL) ' Uniform Load: W = 0.02460 k/ft, Extent = 0.0 ->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) ' EDESIGN'SUMMARY,4 _;,-e- Maximum Bending= 0.081 k -ft Maximum Shear = 0.07207 k Load Combination. +0+0.60W+H'' Load Combination " +D+0.60W+H Location of maximum on span 2.900ft Location of maximum on span 2.900 ft, Span # where maximum occursSpan # 1' Span # where maximum occurs "r Span # 1 Title Block Line 1 1 Project Title: -0.08 Max Downward Transient Deflection You can change this area y 0 • Engineer: Project ID: - 0.000 in ' using the "Settings" menu item c . 0.07 ` Project Descr: y ^ 694283 -and then using the "Printing & Max Upward Total Deflection 0.000 in . ' Title Block" selection. , a Title Block Line 6 -0.01 Printed: 74 SEP 2015 9:39AM k Generii 66am Analysis,;, ' � 0.01 File= C:1Users\,OwneADOCUME-1\ENERCA=1\REVOLV 1.EC6. , '' 0.01. r „ Mst, {. y`Si-.:*ENERCALC;INC 19832015, Build.6.15.7.30;Ver.6:15.7.30 �r.Lic. #: KW -06009279 ' ' x , 0.01 +D+L+H, Licensee Applied Engineering Consultants, Inc Description : A0.2 - Wind Load Distribution, Direction 180, Load Case A y' Z. J -•.` 1 -0.01 0.01 '.Generai Beam -Properties': ` .r' Elastic Modulus , 29,000.0 ksi 0.01 4 0.01 ° y y' .. ; 0.01. Span #1 Span Length = ; 2.90 ft Area = 10.0 in12. Moment of Inertia = 100.0 in^4 ' 0.01 Span #2 Span Length = 7.50 ft Area = 10.0 in^2 . Moment of Inertia = 100.0 in^4 Span #3 Span Length' = 2.90 ft Area = - 10.0 in^2 Moment of Inertia = 100.0 in^4 W1121. W 0.0273 W 0.0273 - - - - W 0.0246 D(0.003) Q(0.00 D 0.003 Span = 2.90 rt t Span = 7.50 n Span = 2.90 n f.Appiied Loads ;1�r " ,� '_. � °', Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 " Uniform Load : D = 0.0030 klft, Tributary Width =1.0 ft, (DL) w: Uniform Load: W = 0.02730 k/ft, Tributary Width = 1.0 ft, (Wind, high side) L Load for Span Number 2 •. ' . Uniform Load: D = 0.0030 klft, Tributary Width =1.0 ft, (DL) Uniform Load: W = 0.02730 k/ft, Extent = 0.0 -> 3.750 ft, Tributary Width =1.0 ft, (Wind, high side) Uniform Load: W = 0.02460 klft, Extent = 3.750 ­> 7.50 ft, Tributary Width =1.0 ft, (Wind, Low Side) c- Load for Span Number 3 Uniform Load: D = 0.0030 klft, Tributary Width =1.0 ft, (DL) ' Uniform Load: W = 0.02460 k/ft, Extent = 0.0 ->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) ' EDESIGN'SUMMARY,4 _;,-e- Maximum Bending= 0.081 k -ft Maximum Shear = 0.07207 k Load Combination. +0+0.60W+H'' Load Combination " +D+0.60W+H Location of maximum on span 2.900ft Location of maximum on span 2.900 ft, Span # where maximum occursSpan # 1' Span # where maximum occurs "r Span # 1 Maximum Deflection 1 -0.08 Max Downward Transient Deflection 0.000 in y 0 2 Max Upward Transient Deflection 0.000 in ' 0 c . 0.07 ` Max Downward Total Deflection 0.000 in 694283 -0.07 - Max Upward Total Deflection 0.000 in . '0 Load Combination Max Stress Ratios Summary of Moment Values . ` x - Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max ' Mnx Mnx/Omega` Cb ' : Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 2.90 It 1 -0.08 0.08 0.07 ' Dsgn. L = 7.50 it 2 0.05 -0.08 0.08 c . 0.07 ` Dsgn. L = 2.90 It 3 -0.07 - 0.07 v 0.05 +D+Fi Dsgn. L = 2.90 ft 1 -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01 . 0.01. 0.01 Dsgn. L = 2.90 ft 3 -0.01 0.01 ' ' x , 0.01 +D+L+H, y' Z. J Dsgn. L = , 2.90 ft 1 -0.01 0.01 - , . ' 0.01 Dsgn. L = 7.50 ft ' 2 _ 0.01 -0.01 0.01 ° y y' .. ; 0.01. Dsgn. L.= 2.90 ft 3 -0.01 0.01 0.01 +D+Lr+II Dsgn. L = 2.90 It 11 -0.01 0.01 0.01 Dsgn. L = 7.50 it 2 0.01 -0.010.01 0.01 ` Dsgn. L= 2.90 It 3 -0:01 0.01 fwd t08 pN I� +D+S+H BUTTE V V V Dsgn. L = 2.90 ft Dsgn. L= 7.50 It 1 ` s 2 0.0.1 -0.01 -0.01 0.01 0.01 t DW F 61 ISION ~ Dsgn. L = 2.90 ft �D 3 f -0.01 0.01 0�1 y ELJ Q gn0�= 2.90 It .. J -0.01 0.01 01'� \ Dsgn. L = 7.50 ft 2 0.01- -0.01 0.01 - 0.01 .: Title Block Line 1 ? . Project Title:F You can change this area Engineer: ' Project ID: - using the "Settings" menu item ; t Project Descr: ' • +and then using the "Printing & - Title Block" selection. + , Title Block Line 6 ^ Printed: 14 SEP 2015, 9:39AM .t` w: General Beam Anal SIS. y *�'�4 o y�?4 1 xE ��j� Fite=C:\UserslOwneADOCUME71\ENERCA-1\REVOLV-1.EC6 ; ,a •, .. _ • • 1 c5 ,"� . ¢ �?' . �::- INC:' 19832015, Build:6.15.7.30, Ver.6.15.7.30`r, Lic. # KW-06009279 Licensee Applied Engineering Consultants, Inc Description : AO.2 -.Wind Load Distribution, Direction 180, Load Case A r - ' t Load Combination Max Stress Ratios Summary of Moment Values s Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma,- Max Mnx Mnx/Om_ega Cb ' ° Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.90 It 3 -0.01 0.01 0.01 ' +D+0.750L+0.750S+H - Dsgn. L = 2.90 It 1 -0.01 0.01 0.01 '• Dsgn. L = 7.50 ft' 2 0.01 -0.01 0.01 0.01 , ' n Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 „ +D+0.60W+FI r { Dsgn. L = 2.90 ft 1 -0.08 0.08 0.07 . Dsgn. L = 7.50 ft 2 r+ _ 0.05 -0.08 0.08 0.07 e Dsgn. L = 2.90 It 3 -0.07 0.07 0.05. ' +D+0.70E+H , Dsgn. L = 2.90 It 1. -0.01 0.010.01 : 0.01 Dsgn. L = 7.50 ft 2 ' 0.01 -0.01 0.01 , " 0.01 s Dsgn: L = 2.90 It 3 -0.01 0.01 0.01 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 2.90 It 1 -0.06 0.06 0.06 Dsgn. L = 7.50 It 2 0.04 -0.06 0.06 0.06 Dsgn. L = 2.90 ft 3 -0.06 0.06 0.04 ' +D+0.750L+0.750S+0.450W+H Dsgn. L = 2.90 It 1 -0.06 0.06 0.06 Dsgn. L = 7.50 It 2 0.04 -0.06 0.06 0.06 , Dsgn. L = ' 2.90 It 3 -0.06 0.06 0.04 - +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.90 It 1 ' -0.01 0.01 0.01 , Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 0.01 ' Dsgn. L = 2.90 It 3 -0.01 0.01 _ 0.01 +0.60D+O.60W+O.601-1 ' Dsgn. L = 2.90 It 1 -0.08 0.08 0.07 . Dsgn. L = 7.50 It 2 0.05. -0.08 0.08 :" 0.07 ' Dsgn. L = 2.90 It 3 -0.07 0.07 r 0.05 ' +0.60D+0.70E+0.60H ' . Dsgn. L = 2.90 It ' 1 -0.01 0.01 0.01 " Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 0.01 . r Dsgn: L = 2.90 It 3 -0.01 . - 0.01 0.01 OVera-F Maximum Deflections =V,�i Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.0001 0.000 W Only -0.0000 2.496 W Only 2 0.0002 - 3.797 0.0000 . ' 2.496 W Only 3 0.0000 2.900 0.0000 2.496 .Vertical Reactions -: ; 3;= _ r.iiar a 1 ; Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.181 0.165 . _ Overall MINimum 0.012 0.012 +D+H - 0.020 0.020 +D+L+H 0.020 0.020 +D+Lr+H 0.020 0.020 , +D+S+H 0.020 0.020 +D+0.750Lr+0.750L+H 0.020 0.020 - +D+0.750L+0.750S+H 0.020 0.020 +D+0.60W+H 0.128 +D+0.70E+H 0.020 0.020 +D+0.750Lr+0.750L+0.450W+H 0.101 0.094 +D+0.750L+0.750S+0.450W+H' 0.101 0.094 ' +D+0.750L+0.750S+0.5250E+H a 0.020 0.020 +0.60D+O.60W+0.60H ' 0.120 0.111 t - • - +0.60D+0.70E+0.60H 0.012 0.012 " C ' D Only 0.020 0.020 Lr Only L Only S Only aa��• pip 1 IT 1 E COUN U B, WOnly 0.181 0.165 E Only ' BUILDING DIVISION Honly . 1. J .. fflia,25) W 0.0105 MjM) W(j105) Q(0.003 V3) Qpf3) P(j031 't Span 2.90 ft ~ Span = 7.50 ft Span = 2.90 ft Q FA0 pii6d QoWds7-- Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0030 kift, Tributary Width =1.0 ft, (DL) Uniform Load : W = 0.01050 k/ft, Tributary Width= 1.0 ft, (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 ktft, Tributary Width = 1.0 ft, (DL) Uniform Load: W = 0.01050 k/ft, Extent = 0.0 -> 3.750 fl, Tributary Wid6 1.0 ft, (Wind, high side) Uniform Load: W = 0.03250 kift, Extent = 3.750 7.50 ft, Tributary Width 1.0 ft, (Wind, Low Side) Load for Span Number 3 - Uniform Load : D = 0.0030 ktft, Tributary Width = 1.0 ft, (DL) Uniform Load: W = 0.03250 kift, Extent = 0.0 ->> 2.90 ft, Tributary Width = 1.0 ft, (Wind, Low Side) *,7 F -DESIGN SUMMARY,..,,rT Maximum Bending = 0.095 k -ft Maximum Shear= .0.07940 k Load Combination 40+0.60W+H Load Combination -D460W+H Location of maximum on span 7.500ft Location of maximum on span 7.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Title Block Line 1 Project Title: Max Downward Transient Deflection Yob can change this area 0 Engineer: Project ID: 0.000 in using the "Settings" menu item 2 Project Descr: 0.000 in 677672 and then using the "Printing & Max Upward Total Deflection -0.000 in 1840218 -0.09 Title Block' selection. 0.07 +D+H Title Block Line 6 Printed: 14 SEP 2015, 9:40AM I Genual01 !Beiam'Ana `0.1-r, 4 File C \Users\OwneADOCUME-, 1\ENERCA-1kREV0LV71.EC6, -'q 0.011 Dsgn. L = 7.50 It 2 -0.01 ENERGALC: INC.1983-2015,Build:6.15.7.30, Ver:&IU.30 7, 1 0.01 Lic. # : KW -06009279 Dsgn. L = 2.90 It Licensee Applied Engineering Consultants, Inc IP k, _ffe-scription A0-3 - Wind Load Distribution, Direction 180, Load Case B 0.011 +D+L+H t I & Dsgn. L = 2.90 ft 1 r 6eneral 6eam Properties- Y 77 - -0.01 0.01 0.01 Dsgn. L = 7.50 ft Elastic Modulus 29,000.0 ksi 0.01 -0.01 0.01 0.01 Span #1 Span Length = .2.90 ft Area = 10.0 inA2, Moment of Inertia = 100.0 inA4 0.01 Span #2 Span 'Length = 7.50 ft Area = 10.0 inA2' Moment of Inertia = 100.0' inA4 Span #3 Span Length = 2.90 ft Area = 10.0 in^2, Moment of Inertia = .100.0 inA4' fflia,25) W 0.0105 MjM) W(j105) Q(0.003 V3) Qpf3) P(j031 't Span 2.90 ft ~ Span = 7.50 ft Span = 2.90 ft Q FA0 pii6d QoWds7-- Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0030 kift, Tributary Width =1.0 ft, (DL) Uniform Load : W = 0.01050 k/ft, Tributary Width= 1.0 ft, (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 ktft, Tributary Width = 1.0 ft, (DL) Uniform Load: W = 0.01050 k/ft, Extent = 0.0 -> 3.750 fl, Tributary Wid6 1.0 ft, (Wind, high side) Uniform Load: W = 0.03250 kift, Extent = 3.750 7.50 ft, Tributary Width 1.0 ft, (Wind, Low Side) Load for Span Number 3 - Uniform Load : D = 0.0030 ktft, Tributary Width = 1.0 ft, (DL) Uniform Load: W = 0.03250 kift, Extent = 0.0 ->> 2.90 ft, Tributary Width = 1.0 ft, (Wind, Low Side) *,7 F -DESIGN SUMMARY,..,,rT Maximum Bending = 0.095 k -ft Maximum Shear= .0.07940 k Load Combination 40+0.60W+H Load Combination -D460W+H Location of maximum on span 7.500ft Location of maximum on span 7.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 -0.04 Max Upward Transient Deflection 0.000 in 0 2 Max Downward Total Deflection 0.000 in 677672 10.08 Max Upward Total Deflection -0.000 in 1840218 -0.09 a-)�im-um-Vo*r-ce-s&-!�tres-sesfo-r =6ad­t-oR6-inR-i�pns ..Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb IRm Va Max Vnx Vnx/Ornega Overall MAXimum Envelope Dsgn. L = 2.90 ft 1 -0.04 0.04 0.04 Dsgn. L = 7.50 ft 2 0.05 -0.09 0.09 • 10.08 Dsgn. L = 2.90 ft 3 -0.09 0.09 0.07 +D+H Dsgn. L = 2.90 ft I -0.01' 0.01 0.011 Dsgn. L = 7.50 It 2 -0.01 -0.01, 0.01 0.01 Dsgn. L = 2.90 It 3 -0.01 0.01 0.011 +D+L+H t I Dsgn. L = 2.90 ft 1 -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 +D+Lr+H Dsgn. L = 2.90 ft 1 -0.bi 0.010.01- Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 ft +[)+S+H 3 -0.01 0.01 0.01 Bu-rTE U N" Dsgn. L = 2.90 ft Dsgn. L = 7.50 ft 1 - 2 0.01 -o.bi -0.01 ui 0.01 I LD IN 0.01 11`18- Dsgn. L = 2.90 ft. 3 -0.01 0.01. .RU 0.1711 PFS, N +D+0.750Lr+0.750L+H A PPR Dsgn. L = 2.90 ft -0.01 -0.01 "p. 0) Dsgn. L = 7.50 ft 2 0.01 -0.01� 0.01 611 :4 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item ° Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: U SEP 2M, 9:40AM rGenual, . _eam Analysis !.'d� �, r File= C:\Users\Owner\DOCUME-1\ENERCA-1\REVOLV-1.EC6 ; �.. r ,�51 �`, � tr ;;+ ENERCALC,INC:198&2015, BuiId:6.15.7:30rVer:6.15.7.30 Lic. # : KW-06009279 Licensee : Applied Engineering Consultants, Inc Description : A0.3 - Wind Load Distribution, Direction 180, Load Case B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega. Cb Rm Va Max - Vnx Vnx/Omega Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 +D+0.750L+0.750S+H Dsgn. L = 2.90 It 1 -0.01 0.01 ' 0.01 Dsgn. L = 7.50 It 12 ' • 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 It 3 -0.01 0.01 ' ". 0.01 +D+0.60W+H Dsgn. L = 2.90 ft 1 -0.04 0.04 0.04 Dsgn. L =: ,7.50 ft 2 0.05 =0.09 0.09 ' ` 0.08 - Dsgn. L = 2.90 ft 3 409 0.09 0.07 +D+0.70E+H .. Dsgn. L = 2.90 It 1 - -0.01 '0.01 0.01 , Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 Dsgn. L = 2.90 ft - 3 -0.01 0.01 0.01 +D+0.750Lr+0.750L+0.450W++i Dsgn_ L = 2.90 ft 1 -0.03 0.03 0.03 . Dsgn. L = 7.50 ft 2 0.04 -0.07 0.07 0.06 Dsgn. L = 2.90 ft 3 -0.07 0.07 r 0.05 +D+0.750L+0.750S+0.450W+H " Dsgn. L = 2.90 ft 1 -0.03 0.03. 0.03 Dsgn. L = 7.50 ft 2 0.04 -0.07 0.07 r 0.06 Dsgn. L = 2.90 ft 3 -0.07 0.07 . ' 0.05 +D+0.750L+0.750S+0.5250E+H „ Dsgn. L = 2.90 ft 1 -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01' 0.01 0.01 _ Dsgn. L = 2.90 ft 3 -0.01 - 0.01 t 0.01 ' +0.60D+0.60W+0.60H Dsgn. L = 2.90 ft • . 1 -0.03 0.03 0.04 Dsgn. L = 7.50 ft 2 0.04 -0.09 0.09 0.07 Dsgn. L = 2.90 ft 3 -0.09 0.09 0.06. i +0.60D+0.70E+0.60H + ' Dsgn. L = 2.90 It 1 -0.01 0.01 0.01' • - ' Dsgn. L = 7.50 It 2 0.01 -0.01 0.01 0:01 - Dsgn. L = ,2.90 It 3 -0.01" 0.01 ' 0.01 overall Maximum Deflectjons„.,7,,,7 _,, :: - Load Combination Span Max. "= Defl Location in Span Load Combination Max. "+" Deti Location in Span - 1 0.0000 0.000 W Only -0.0001 ' . 0.000 W Only 2 0.0002 3.703 0.0000 0.000 W Only 3 0.0002 2.900 0.0000 0.000 ,Vertical Reactions K +'';"� ' k. ,. Support notation : Far left is #1 ' Values in KIPS _ Load Combination Support 1 Support 2 Support 3 Support 4 _ Overall MAXimum 0.078 - 0.208. - O.verall MINimum 0.012 0.012 -^ ' +D+H 0.020 0.020 +D+L+H 0.020 0.020 +D+Lr+H 0 0.020 0.020 ; •� a . ` +D+S+H 0.020 0.020 _ +D+0.750Lr+0.750L+H 0.020 0.020 +D+0.750L+0.750S+H 0.020 0.020 +D+0.60W+H 0.067 0.145 ' +D+0.70E+H 0.020 0.020 +D+0.750Lr+0.750L+0.450W+H 0.055 0.113 +D+0.750L+0.750S+0.450W+H . 0.055 0.113 +D+0.750L+0.750S+0.5250E+H 0.020 0.020 +0.60D+0.60W+0.60H 0.059 0.137 +0.60D+0.70E+0.60H 0.012 0.012 D Only 0.020 .0.020 ° Lr Only c - L Only S Only " ®AAU ' W Only 0.078 0.208 l m EOnly ®849ISIC'N• H Only WILDING L�vIB..®ING APri G Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & x Title Block" selection. Project Title: Engineer: Project Descr: - 4 J r� , lq L L' Project ID: - ., Printed: 14 SEP 2015, 9:42AM ERCA-1\REV0LV-1.EC6; t Id:6.15.7.30, Vec6.15.7.30'R' Description : Al - Pipe Beam ;:_CODEREFERENCES .-. a u'7 7-.7, T ,Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 - _ ..M- aterial Pr p ie Analysis Method: Allowable Strength Design Fy : Steel Yield i.. 35.0 ksi , Beam Bracing: Completely Unbraced E: Modulus: 4 29,000.0 ksi Bending Axis: Major Axis Bending " Load Combination ASCE 7-10;- ; W 0.1805 M0.1805) *w 0.1805 ' W 0.1805 ! D 0.0201 - D 0.0198 D 0.0198 Q(0.0198) 0.505 k -ft Uniform Load: W = 0.1805 kilt, Tributary Width =1.0 ft a ' Load for Span Number 2 0.735 k -ft ' Uniform Load:. D = 0.0030 ksf, Tributary Width = 6.60 It - 4.716 k Uniform Load: W = 0.1805 kilt, Tributary Width =1.0 ft Span = 6.0 A Span = 6.0 ft Span = 6.0 fl Span = 6.0 fl Pipet -12 Std Pipet -12 Std Pipet -12 Std ` ,. Pipet -12 Std ' -DE§I-GN SUMMARY: ,7 :_�' 74°.._d �1_ . • Maximum Bending Stress Ratio = pp = `� = A lied Loads•=� � x •,�:�= � �, _� :� Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Pipet -1/2 Std Load for Span Number 1 ' Uniform Load: D = 0.0030 ksf, Tributary Width = 6.70 ft 0.505 k -ft Uniform Load: W = 0.1805 kilt, Tributary Width =1.0 ft a ' Load for Span Number 2 0.735 k -ft ' Uniform Load:. D = 0.0030 ksf, Tributary Width = 6.60 It - 4.716 k Uniform Load: W = 0.1805 kilt, Tributary Width =1.0 ft +D+0.60W+H Load for Span Number 3 I Uniform Load: D = 0.0030 ksf, Tributary Width = 6.60 ft °, -, �• , r ". r_ Uniform Load: W = 0.1805 kilt, Tributary Width =1.0 ft 6.000 ft Load for Span Number 4' _ Uniform Load: D = 0.0030 ksf, Tributary Width = 6.60 ft Span #J, Uniform Load: W = 0.1805 ktft, Tributary Width =1.0 ft -DE§I-GN SUMMARY: ,7 :_�' 74°.._d �1_ . • Maximum Bending Stress Ratio = 0.687: 1 Maximum Shear Stress Ratio =, 0.101 : 1 Section used for this span Pipet -1/2 Std Section used for this span Pipet -1/2 Std Ma: Applied 0.505 k -ft Va : Applied = 0.4777 k ` Mn / Omega: Allowable 0.735 k -ft ' Vn/Omega : Allowable - 4.716 k Load Combination +D+0.60W+H Load Combination ` +D•+0.60W+H • Location of maximum on span 6.000ft Location of maximum on span 6.000 ft Span #where maximum occurs Span # 1 Span # where maximum occurs Span #J, Maximum Deflection Max Downward Transient Deflection 0.319 in Ratio = 225 ' Max Upward Transient Deflection -0.012 in Ratio = 6,080 " 1 Max Downward Total Deflection 0.232 in Ratio = 310 -0.09 Max Upward Total Deflection -0.009 in' Ratio = 8280 0.08: • 7.88 F,I'MazimumFortes '&'Stresses for Load.Combinationsj Load Combination Max Stress Ratios Summary of Moment Values + `r Summary of Shear Values Segment Length Span # M V Mmax + Mmax - . Me -Max Mnx Mnx/Omega Cb ' Rm . Va Max Vnx Vnx/Omega +D+H ., Dsgn. L = 6.00 ft 1 0.119 0.018 0.06 -0.09 0.09 1.23 0.74 1.70 1.00'." 0.08: • 7.88 4.72 Dsgn. L = 6.00 ft 2 0.119 0.015 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.07 7.88 4.72 Dsgn. L = 6.00 ft 3 0.118 0.017 0.03 -0.09 0.09 1.23 0.74 :, 2.88 1.00 ,� 0.08 7.88 - 4.72 Dsgn. L = 6.00 ft 4 0.118 0.017 0.06 -0.09 0.09 , -1.23 0.74 1.70 1.00 0.08 7.88 4.72 +D+L+H Dsgn. L = 6.00 ft 1 0.119 0.018 - 0.06 -0.09 0.09 i 1.23 0.7 1. 1 0� _ C N 7i88� - 4.72 Dsgn. L = 6.00 ft 2 0.119 0.015 0.03 -0.09 0.09 1.23 0.7 1 7 88 4.72 Dsgn. L = 6.00 ft 3 0.118 0.017 0.03 -0.09 0.09 1.23. (D g I BJ! NJ G- 9,� ��i88•� 4.72 Dsgn. L = . 6.00 ft 4 0.118 0.017 0.06 -0.09 0.09 " 1.23 ' �Y. 1. 0.�8 4.72 +D+Lr+H ® Dsgn. L = 6.00 ft ".1 ` . 0.119 0.018 0.06 -0.09 0.09 y 1.23 P08�1) 0' 0.N'.88 4.72 Dsgn. L = 6.00 It 2 0.119 0.015 0.03 -0.09 0.09 1.23 0. 1.00 0.07 7.88 4.72 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr:, and then using the "Printing & y Title Block" selection. �Title Block Line 6 Printed: 14 SEP 2015, 9:42AM 8teeI # Beamr ^ .{, ,+ ; , i i f x `' ��� . %� r .:. + , ', `� '-File= C:\Users\Owner\DOCUME-1\ENERCA-1\REVOLV-1.EC6 r � ENERCALC: INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30' _ r.rr -Licensee : Applied Engineering Consultants, -Inc Description : Al - Pipe Beam 4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M - V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 6.00 It 3 0.118 0.017 0.03 -0.09 r 0.09 1.23 0.74 ., 2.88 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 ft 4 0.118 0.017 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 +D+S+H Dsgn. L' = 6.00 ft 1 0.119 0.018 0.06 -0.09 ' 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 It 2 0.119 0.015 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.07 7.88 4.72 Dsgn. L = 6.00 It 3 0.118 0.017 0.03 -0.09 0.09 1.23 0.74--• 2.88 1.00 0.08 ,7.88 4.72 Dsgn. L = 6.00 ft 4 0.118 0.017. 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 +D+0.750Lr+0.750L+H Dsgn. L = 6.00 ft 1 0.119 0.018 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 ft 2 - 0.119 0.015 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.07 7.88 4.72 Dsgn. L = 6.00 It 3 • ,' 0.118 0.017 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.08 7.88' 4.72' Dsgn. L =' 6.00 It _ 4 0.118 0.017 0.06 -0.09 0.09 1.23 0.74 - 1.70 1.00 0.08 7.88 4.72 +D+0.750L+0.750S+H Dsgn. L = 6.00 It 1 0.119 0.018 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 It 2 0.119 0.015 0.03 -0.09 0.09 1.23 0.74 2.88 1.00. 0.07 7.88 4.72 Dsgn. L =, 6.00 ft 3 0.118 0.017 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 ft 4 0.118 0.017 0.06 -0.09, 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 +D+0.60W+H ' Dsgn. L = 6.00 ft 1 0.687 0.101 0.36 -0.51 '0.51 1.23 ' 0.74 1.71 1.00 0.48 7.88 4.72 Dsgn. L = 6.00 ft 2 0.687 0.089 + 0.17 -0.51 0.51 1.23 0.74 2.87 1.00 0.42 7.88 4.72 Dsgn. L = 6.00 It 3 0.686 0.101 0.17 -0.50 0.50 1.23 0.74 2.89 1.00 0.48 7.88 4.72 Dsgn. L = 6.00 ft 4 0.686 0.101 0.36. -0.50 0.50 1.23 .0.74 1.69 1.00 0.48 7.88 4.72 +D+0.70E+H . Dsgn. L = 6.00 ft 1 0.119 0.018 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 ft' 2 0.119 0.015 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 0.07 7.88 4.72 Dsgn. L = 6.00 ft 3 0.118 0.017 0.03 -0.09 0.09 1.23 0.74 2.88 1.00. 0.08 7.88 4.72 Dsgn. L = 6.00 ft • 4 0.118 0.017 0.06 -0.09 0.09 1.23 0.74 1.70 1.00 '0.08 7.88 4.72 +D+0.750Lr+0.750L+0.450W+H ` Dsgn. L = 6.00 It 1 0.545 0.080 0.29 -0.40 0.40 1.23 0.74 1.71 1.00 0.38 7.88 4.72 Dsgn. L = 6.00 ft 2 .0.545 0.071. 0.14 -0.40 0.40 1.23 0.74 2.87 1.00 0.33 7.88 4.72 Dsgn. L = 6.00 ft 3 0.544 0.080 0.14: -0.40 0.40 1.23 0.74 2.89 1.00 0.38 7.88 4.72 Dsgn. L = 6.00 It 4 0.544 0.080 0.29 -0.40 0.40 1.23 0.74 ,1.69 1.00 0.38 7.88 4.72 +D+0.750L+0.750S+0.450W+H - s r Dsgn. L = 6.00 ft 1 0.545 0.080 0.29 • _ ' -0.40 0.40 1.23 0.74 ', 1.71 1.00 0.38 7.88 4.72 Dsgn' L = 6.00 ft 2 0.545 0.071 0.14 -0.40 0.40 1.23 0.74 2.87 1.00 0.33 7.88. 4.72 Dsgn. L = .6.00 It 3 0.544 0.080 0.14 - '-0.40 0.40 , 1.23 0.74 2.89 1.00 0.38 7.88 4.72 Dsgn. L = 6.00 It 4 0.544 0.080 0.29 -0.40 , 0.40 1.23 0.74 1.69 1.00 0.38 7.88 4.72 +D+0.750L+0.750S+0.5250E+H ` Dsgn. L = 6.00 ft 1 0.119 0.018 '0.06 -0.09 0.09 1.23 0.74 .,'1.70 1.00 0.08 7.88 4.72 Dsgn. L = 6.00 It 2 0.119 0.015 0.03 -0.09 0.09 1.23 , , 0.74 2.88 1.00 407 7.88 4.72 Dsgn. L = 6.00 ft 3 0.118 0.017 0.03 -0.09 0.09 1.23 0.74 2.88 1.00 '0.08 7.88 4.72 Dsgn. L = 6.00 ft 4 0.118 - 0.017. 0.06 -0.09 0.09 1.23 , •.0.74. 1.70 1.00 0.08 7.88 4.72 +0.60D+0.60W+0.60H Dsgn. L = 6.00 ft 1 0.640. 0.094 0.34 -0.47 0.47 1.23 0:74 1.71 1.00 0.44 7.88 4.72 Dsgn. L = 6.00 ft 2 0.640 ' 0.083 0.16 -0.47 0.47 1.23 0.74 2.87 1.00 0.39 7.88 4.72 Dsgn. L = 6.00 ft 3 ; 0.639 0.094 0.16 -0.47 0.47 1.23 0.74 2.89 1.00 0.44 7.88 4.72 , Dsgn. L = 6.00 ft 4 • 0.639 0.094 0.34 -0.47 0.47 1.23 0.74 1.69 1.00 0.44 7.88 4.72 +0.60D+0.70E40.60H ' Dsgn. L = 6.00 ft 1 . 0.072 0.011 0.04 -0.05 0.05 .1.23 0.74 1.70 1.00 0.05 7.88 4.72 Dsgn. L = 6.00 ft - 2 0.072 0.009 0.02 -0.05 0.05 1.23 0.74 0 2.88 1.00 0.04 - 7.88 4.72 ' Dsgn. L = 6.00 ft 3 0.071 0.010 0.02 -0.05 0.05 1.23 0.74 2.88 1.00 0.05 7.88 4.72 _ Dsgn. L = 6.00 ft 4 0.071 0.010 • 0.04 -0.05 0.05 1.23 .. 0_.74 „ 1.70 .1.00 • 0.05 7.88 4.72 rOverallMazimumDeflections.': Load Combination Span Max. " " Defl Location in Span Load Combination r :" j` ' Max. "+" Deft Location in Span W Only 1 0.3191 2.694 0.0000 0.000 W Only • 2 0.0872 3.306 W Only i ^ r, .. n �' -0.0118 0.490 W Only 3 0.0900 2.816 W Only -0.0082 , 5.633 W Only 4 0.3104 3.429 ' '" ,' 0.0000, 5.633 ,Vertical. Re Uons ": = P; 17 ', _,. ' ' Support notation :Far left is #1 ,` Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 -" Overall MAXimum 0.425 1.238 1.006 1.238 0.425 A•, Overall Mkimum 0.032 0.093 0.075 0.093 0.032 +D+H +D+L+H 0.054 0.054 0.156 0.156. _ 0.125 0.125 0.155 0.155 0.053' 0.053 o ' V tl 9 . COUNTY +D+Lr+H ' 0.054 0.156 0.125 0.155 0.053' •y • B >w'G " +D+S+H 0.054 0.156 0.125 0.155 0.053 ILLI td 6, © b V DIVISION APPROVED Title Block Line 1 _ ' Project Title: YouJcan change this -area Engineer:: Project ID: using the "Settings" menu item ". Project Descr. and then using the "Printing & . s ; ' Title Block" selection. } Title Block Line 6 ' '- Printed: 14 SEP 2015, 9:42AM Steed `Beam':' rte" i 4{,i' L't# t "- -' .•F *i+T ,;'`k" " r; File C:\Users\OwneADOCUME-1\ENERCA-1\REVOLV-1.EC6�= •:}., ;r.�"e'%t ` -. _ .: r z ';<` ENERCALC; INC::1983-2015;,Build 6.15:7.30, Ver.6.15.7:30",w `'Lic. #: KW -06009279 Licensee Applied " V Description : Al - Pipe Beam. Support notafionx Far left is #1'_ Values in KIPS ` 'F :>VertIC81�R_eacti Load Combination Support 1 Support 2 Support 3 Support4 ,Support 5 , +D+0.750Lr+0.750L+H 0.054 0.156 0.125 0.155 0.053 _ +D+0.750L+0.750S+H 0.054 0.156 0.125 0.155 0.053. ` +D+0.60W+H 0.309 0.898. 0.729 0.897 0.308 ' +D+0.70E+H 0.054 0.156 0.125' 0.155 0.053 ' +D+0.750Lr+0.750L+0.450W+H 0.245 0.713 f 0.578 0.712 0.245 , +D+0.750L+0.750S+0.450W+H 0.245 0.713 0.578 t 0.712 0.245 t' +D+0.750L+0.750S+0.5250E+H ' 0.054 0.156 0.125 , 0.155 0.053 +0.60D+0.60W+0.60H 0.288 0.836 0.679 0.835 0.287 +0.60D+0.70E+0.60H 0.032 0.093 0.075 0.093 0.032 D Only 0.054 0.156 ...0.125' 0.155 0.053 Lr Only .. ' L Only t S Only W Only 0.425 ^ 1.238 1.006 1.238 0.425 f E Only H Only S DnUTTE'CO' 'NW BULDING"11-1 %J DU U VISION Title Block Line 1 •. You can change this area using the "Settings" menu item Project Title: Engineer: Project Descr: Project ID: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 24 Nov 2015,10 NW ., � - '° .:" {{• �. � Y5 } '";�•t� i � � � v, •�-i' .File = C:\Users\Owner100CUME-11ENERCA-IIREVOLV^1.EC6 F, ,. Steel'C0 umn �w � n�ENERCALC;INC;1983-2015,8ui1d:6.15.10.6,Ver.6.15:10.6 Lic. #: KW -06009279 Licensee Applied Engineering Consultants, Inc A2 - Diagonal Brace . , Description : g - , erode References - Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE-7-05 , Load Combinations Used: ASCE 7-10 General Information Steel Section Name: Pipe1-1/2 Std Overall Column Height8.350 ft Analysis Method: Allowable Strength Top & Bottom Fixity • Top & Bottom Pinned Steel Stress Grade -'Brace condition for deflection (buckling) along columns Fy : Steel Yield 35:0 ksi X -X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis budding = 8.350 ft, K =1.0 Load Combination: ASCE 7-10 Y -Y (depth) axis ' Unbraced Length for Y -Y Axis budding = 8.350 ft, K =1.0 Applied Loads,,, t . ', : ' `a " Service loads entered. Load Factors will be applied for calculations. Column self weight included: 22.895 lbs * Dead Load Factor ' AXIAL LOADS ... r. Axial Load at 8.350 ft, W = 0.80 k ' DESIGN,37 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1143: 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are.. . - . . Top along Y -Y 0.0 k Pa: Axial 0.5029 k Bottom along Y -Y 0.0 k Pn I Omega: Allowable 4.40 k Ma -x: Applied .0.0 k -ft Maximum SERVICE Load Deflections... Mn -x / Omega: Allowable 0.7353 k -ft Along Y -Y 0.0 in at O.Oft above base Ma -y: Applied 0.0 k -ft for load combination Mn -y / Omega: Allowable 0.7353 k -ft Along X -X - 0.0 in at O.Oft above base for load combination'. PASS Maximum Shear Stress Ratio = 0.0 : 1 ' Load Combination Location of max.above base 0.0 ft At maximum location values are ... r ' Va : Applied 0.0 k- Vn /Omega: Allowable 0.0 k Load Combination Results :,x Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location " Stress Ratio Status Location +D+H0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.005 PASS 0.00 ft ° 0.000 21PASS • 0.00 ft +D+0.750L+0.750S+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.114 PASS 0.00 ft . 0.000 PASS 0.00 ft +D+0.70E+H 0.005 PASS 0.00 ft 0.000 • PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.087 PASS 0.00 ft . , -'0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.087 PASS . 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.005 PASS 0.00 ft 0.000 PASS .` 0.00 ft +0.60D+0.60*460H 0.112 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.003 PASS 0.00 ft 0.000 PASS . 0.00 ft .Maximum Reactions .-, `7, 7 3� ?.'� "� Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base' @ Top @ Base +D+H - 1 k r k t 0.023 k ;., SU E COUNTY A �� BUILDING DIVISION. Title Block Line 1 ; Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr: �. and then using the "Printing & x _ Title Block" selection., Title Block Line 6 Printed: 24 NOV 2015, 1o:39AM + " + 9 M r°� r . t i• a� c1, 4§V,r .File = C:\Users\Owner\DOCUME-1\ENERCA,1\REVOLV-1.EC6 SteeiColumn��; s-.:� tlx y>, "� �, " ,. � ,.- X �. ,3.� - : ,, = ENERCALC; INC: 19832015,;Build.6.15.10.6, Ver.6.15.10.6 KW-06009279 Licensee Applied Description : A2 - Diagonal Brace Maximum Reactions+6`7i>+';r, �. 'Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k * k 0.023 k +D+Lr+H - k k 0.023 k t +D+S+H k k 0.023 k _ +D+0.750Lr+0.750L+H k k 0.023 k +D+0.750L+0.750S+H c k k 0.023 k +D+0.60W+H k k 0.503 k +D+0.70E+H k k 0.023 k , +D+0.750Lr+0.750L+0.45OW+H k k 0.383 k +D+0.750L+0.750S+0.450W+H k k 0.383 k +D+0.750L+0.750S+0.5250E+H, k k 0.023 k +0.60D+0.60W+0.60H k ^k` 0.494 k +0.60D+0.70E+0.60H k k '. 0.014 k D Only k k 0.023 k Lr Only k k' k L Only k k k -c S Only ► k k' k 'W Only k k 0.800 k E Only k k k H Only k k k j'Maxlnium Deflections for,Loatl Combinations, �;.�:�. �f��i`•.:.��3:� _ r ' Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000' ft , 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 , in 0.000 It +D+0.750Lr+0.750L+H r 0.0000 in 0.000 ft' 0.000 in 0.000 ft ' +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft - +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+11 0.0600 sin .0.000 ft 0.000 in 0.000 : ft +0+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft0.000 .in R . 0.000 ft _ +D+0.750L+0.750S+0.450W+H 0.0000 ' in ' 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in.; Y` 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ,ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft DOnly 0.0000 in. 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in - • ' 0.000 ft 0.000 in r 0.000 ft L Only 0.0000. in . 0.000 ft 0.000. in 0.000 ft ' SOnly 0.0000 in 0.000 ft 0.000 in ' 0.000 "ft ; W Only 0.0000 - in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in . 0.000 ft H Only 0.0000: . in . 0.000 ft • 0.000 ,in 0.000 ft BUTTE COUNTY - a �UILDINGQIVIOI®N APF""VROVED' t " - 10 c6 R p odd 1. x' n iY • t' 1.90in Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 Project Title: You can change this area . Engineer: Project ID: using the "Settings" menu item Protect Descr: µi ; and then rising the "Printing & Title Block" selection. '�'•- Title BIOCkLlne6 v - Printed: 24NOV 2015,10:39AM , r t c . «a a4File=C:\Users\OwnerIDOCUME-1\ENERCA.i\REVOLV-1,EC6 St@@�ICiO�Uilllli r £1»w, �xll ti7wrwJ.}yyx%cr z x,ENERCALC INC:19832015,BuiId 615.10.6, Ver 615:1.0.6 7Y •Lic. #: KW -06009279 Licensee Applied uY Description :, A2 - Diagonal Brace Steel.Sectson_Propertles,t:'t.. Pipet=1/2 Std, Depth _- 1.900 in Ixx = 0.29 in14 J = •0.586 in"4 S xx _ 0.31 in13. t Diameter = 1.900 in R xx _ = 0.626 in ` Wall Thick = `. 0.145 in Zx = 0.421 in13 Area = 0.750 in"2 1 y = 0.293 in^4 t Weight = 2.742 plf S yy _. 0.309 in^3 ' .. r - R yy = 0.626 in _ Y Yog , _ . 0._000 in 10 c6 R p odd 1. x' n iY • t' 1.90in Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,Steeltolumnw' Project Title: Engineer: Project Descr: i . x File = C •�•o ..r'�1" x'.:11 r..". _ r ..--rS:'� EI Project ID: Printed: 24 NOV 2015,10:42AM vrieADOC U ME-11EN ERCA-:11REVOLV-1: EC6 INC.1983-2015. Build:6.15.10.6. Ver.6.15:10.6 - _ Description : A2.1 - Horizontal Brace - - - � 11=1.11\.IIII==IIII.�R-11 1.IIr. 1111.�II17 6' Code References F:r 74 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-10 „ .;.General Informati�'�' r Steel Section Name: Pipe1-1/2 Std . Overall Column Height 7.50 ft " Analysis Method: Allowable Strength V Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 35.0 ksi X -X (width) axis E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 7.501t K =1.0 Load Combination: ASCE 7-10 Y -Y (depth) axis: Unbraced Length for Y -Y Axis budding = 7.50 ft. K =1.0 App lel dlel d.Coads Service loads entered. Load Factors will be applied for calculations.. Column self weight included: 20.565 lbsDead Load Factor AXIAL LOADS ... Axial Load at 7.50 ft, W = 0.360 k r ; . DESIGN SUMMAW. 7+� r W»-„'�..'" � ; "r' ' ; °max Bending & Shear Check Results .. PASS Max. Axial+Bending Stress Ratio = 0.04338: 1 Maximum SERVICE Load Reactions . . Load Combination +D+0.60W+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X -0.0 k At maximum location values are.. . ' Top along Y -Y - , , - 0.0 k Pa : Axial 0.2366 k Bottom along Y -Y , 0.0 k ' Pn / Omega : Allowable 5.454 k Ma -x: Applied ' 0.0 k -ft Maximum SERVICE Load Deflections ... Mn -x / Omega : Allowable 0.7353 k -ft Along Y -Y 0.0 in at . O.Oft above base for load combination Ma -y: Applied 0.0 k -ft • Mn -y / Omega: Allowable0.7353 k -ft Along X -X 0.0 in at O.Oft above base for load combination : r PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Location of max.above base. , 0.0 ft r At maximum location values are.. . Va : Applied 0.0 k ' Vn / Omega: Allowable 0.0 k Load Combination Results �, , °; . 'r:,; ,- Maximum Axial +Bending Stress Ratios -Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.004 PASS 0.00 ft . 0.000 PASS 0.00 ft { +D+L+H 0.004 PASS 0.00 ft _ 0.000 PASS 0.00 ft +D+Lr+H 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft ' +D+S+H 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft . +D+0.750Lr+0.750L+H 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.004 PASS 0.00 ft y 0.000 PASS 0.00 ft +D+0.60W+H 0.043 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.70E+H 0.004 PASS 0.00 ft 0.000 , PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.033 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.033 PASS 0.00 ft 0.000 PASS 0.00 ft +DA.750L+0.750S+0.5250E+H 0.004 PASS 0.00 ft 0.000 °. PASS '0.00 ft +0.60D+0.60W+0.60H' 0.042 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H ' . 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft r790imum Reactions... „A Note: Only non -zero reactions are listed. X- X -X Axis Reaction s R Load Combination @ Base @ Top Y -Y Axis Reaction,p p Axial Reaction @ Base @ Top - B6.A m a�� +D+H I. k I< UIL®IIN�D `IV9S1®N ' ,''F APP 'y , \ Title Block Line 1 Project Title: You can change this area Engineer: ; , Project ID: using the "Settings" menu item Protect Descr. and then using the` "Printing & " Title Block" selection. Title Block Line 6 Printed: 24 Nov 2015,10:42AM � °fF File=C:\Users\Owner\DOCUME-1\ENERCA-1\REVOLV-I.EC6,' Steelipolumn x �� 4 =:- f' • 'r V f _ : ' 3, ENERCALC; INC 1983 2015, Build:6.15.10.6, Ver.6.15.10.6'' r.rr , Engineering Consultants, Inc y Description : A2.1 - Horizontal Brace { r,Maximum Reactions � ,•k-.� r «• • _ . t. Y Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction., Load Combination @ Base @ Top.. • @ Base • @ Top @ Base +D+L+H k k 0.021 k +D+Lr+H r kk 0.021 k . +D+S+H k k 0.021 k +D+0.750Lr+0.750L+H k - k ' ` 0.021 k +D+0.750L+0.750S+H k _ k0.021 k +D+0.60W+H k r k < < 0.237 k ;r +D+0.70E+H k f k 0.021 k +D+0.750Lr+0.750L+0.450W+H k k , .- 0.183 k +D+0.750L+0.750S+0.450W+H k k.� 0.183 k ' +D+0.750L+0.750S+0.5250E+H ". k k :` ; • 0.021 k +0.60D+0.60W+0.60H k k • . 0.228 k +0.60D+0.70E+0.60H r k k 0.012 k , D Only k k 0.021 k Lr Only k kk L Only k E k{, c•', k S Only k k k WOnly k k: 0.360k E Only • k k k H Only k k k Maximum Defleciions for; Load:Comtiinations ' Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection • Distance +D+H 0.0000. _ in 0.000 ft 0.000 in 0.000 It " +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft' +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It " +D+S+H " 0.0000 in 0.000 ft 0.000 in 0.000 ft _ '+D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+H ' z _ 0.0000 in 0.000 It 0.000 in y -0.000 It +D+0.60W+H i 0.0000 in 0.000 ft 0.000 in 0.000 " , ft _ •. +D+0.70E4-H 0.0000 in . 0.000 ft _ :0.000 in 0.000 ft . +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 . in . ^0.000 . -ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in, r, 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in • ' 0.000 ft 0.000 in 0.000., ft +0.60D40.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 • in 0.000 ft 0.000' in, r 0.000 ft' D Only 0.0000 in 0.000 'ft' 0.000. in `. 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 '. in 0.000 ' ft LOnly 0.0000 in 0.000 • ft 4000 in ' '' 0.000 ft , S Only 0.0000 , in 0.000 ft 0.000 in ' .0.000, ft , W Only 0.0000 in 0.000 ft -0.000 in 0.000 ft ` EOnly 0.0000 in 0.000 ft 0.000 in "r0.000 -ft H Only 0.0000 in - 0.000 ft 0.000 in 0.000 ` ft . ' • - 'i w � ` - T� .,per • •. • � •' •fsy' �r , • IJUTT., E COU BUILDING DIVISION APPRO E hT 'A Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr. , and then using the "Printing & Title Block" selection. • 'y Title Block Line 6 Printed: 24 Nov 2015,10:42AM " , h , * * c r , r"� a r a Steel Column j° 'a�� r� -� = ga 1,v �. • File.= C:\Users\Owner\DOCUME^1\ENERCA-1\REVOLV t EC6 , » r 1:1 h . ,- y='.S t r .. ,.„ _ ,{. ,. ENERCALC, INC.: 19832015, Build.6,15.10.6, Ver•6.15:10.6 Lic. #: KW -06009279 Licensee Applied " - Description : A2.1 - Horizontal Brace. F-$teel Section Properties•:, 77-7-71 Pipet -112 Std Depth = 1.900 in I xx _, 0.29 in14 J = 0.586 in"4 S xx = 0.31 in"3 ,• Diameter 1.900 in Rxx= _ 0.626 i'n Wall Thick = 0.145 in Zx = 0.421 in13 Area ` _ 0.750 in12 Iyy t -_ 0.293 in14 Weight, plf S yy _, 0.309 in"3 R yy = 0.626 in c z 5 .� y " Yog = 10.000 in _ 0 ti Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 24 NOV 2015. 10:46AM Description: A2.2 - Posts , J- Code References•. - Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 DESIGN SUMMAR'� Yep , Z= '? � •i� , ;- �:. �;'; Load Combinations Used : ASCE 7-10 ' FGeneral Information ? 74 ".7 -7777777777 Steel Section Name: Pipe1-1/2 Std Overall Column Height 4.0 ft , Analysis Method: Allowable_ Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 35.0 ksi X -X (width) axis: t. E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis budding = 4.0 ft, K = 2.1 " Load Combination : ASCE 7-10 Y -Y (depth) axis: +D+0.60W+H Unbraced Length for Y -Y Axis budding = 4.0 ft, K = 2.1 Applied Loads'=t z "-. ` ' �, .�-k;" 3 Service loads entered. Load Factors will be applied for calculations. Column self weight included A0.968 lbs * Dead Load Factor AXIAL LOADS ... • Axial Load at 4.0 ft, D = 0.160, W =1.480 k 0.0 k BENDING LOADS ... ' Lat. Point Load at 0.50 ft creating Mx-x„W = 0.360 k . DESIGN SUMMAR'� Yep , Z= '? � •i� , ;- �:. �;'; • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3741 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X . 0.0 k At maximum location values are ... Top along Y -Y 0.0 k Pa :Axial 1.059 k Bottom along Y -Y 0.360 k Pn / Omega: Allowable 4.348 k Ma -x: Applied -0.1080 k -ft Maximum SERVICE Load Deflections. . . Mn -x / Omega: Allowable 0.7353 k -ft Along Y -Y ` 0.03498 in at 4.0ft above base ti for load combination: W Only Ma -y: Applied 0.0 k -ft Mn -y/ Omega: Allowable 0.7353 k -ft Along X -X ; • 0.0 in at O.Oft above base „ for load combination PASS Maximum Shear Stress Ratio = 0.04581 : 1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.2160 k Vn / Omega: Allowable 4.716 k. • -- -� F Load Combination Results .° r '�? ; •�, 7 .. �,;7, 771 - c Maximum Axial + Bending Stress Ratios Maximum Shear Ratios t. Load Combination Stress Ratio Status Location•' Stress Ratio Status Location +D+H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.039 PASS 0.00 ft' 0.000 +_. PASS 0.00 ft +D+Lr+H 0.039 PASS 0.00 ft 0.000 PASS • 0.00 ft . +D+S+H 0.039 PASS 0.00 ft 0.000 . PASS •0.00 ft 40+0.750Lr+0.750L+H 0.039 PASS 0.00 ft -0.000 ' PASS 0.00 ft' „ +D+0.750L+0.750S+H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft • ,+D460W+H 0.374 PASS 0.00 ft � � 0.046 PASS 0.00 ft +D+0.70E+H • 0.039 PASS 0.00 ft 0.000 PASS • '0.00 ft +D+0.750Lr+0.750L-4450W+H 0.206 • PASS 0.00 ft 0.034 PASS 0.00 ft , +D+0.750L+0.750S+0.450W+H 0.206 PASS 0.00 ft- 0.034 PASS 0.00 ft +D+0.750L-f0.750S+0.5250E+H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft ' +0.60D+0.60W+0.60H 0.358 PASS 0.00 ft 0.046 ' PASS 0.00 it +0.60D+0.70E+0.60H s '. 0.024 PASS 0.00 ft 0.000 - PASS 0.00 ft - BUTTE G®UN11Y BUILDING DIVISION. • r ' ' w Title Block Line 1 . Project Title: ^ . „ You can change this area Engineer: .' Project ID: �. using the "Settings" menu item Project Descr. r ` and then using the "Printing & , Title Block" selection. , ,+ y Title Block Line 6 Printed: 24 NOV 2015, 10:46AM Y "+� s=� �'� xr •F� . r;', + File=C:\Users\Owner\DOCUME-1\ENERCA;1\REVOLV-I.EC6.` ;Column � � �iy��r# , vt�. .` �� ,ft`ir '� ,'�A i, , � ;r. ;� r: �r �LLi ENERCALC,'INC.19632015,:Build:6.15.t0.6,Ver.6.15:1.0.6 , r.rr Applied Engineering Consultants, Inc Description : - A2.2 - Posts .. - 1, .r- ± �, - • ;Maximum i2eactions ,`e '',>, ,„4=` •r ' r- eNote: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction - Axial Reaction 'Load Combination , @ Base @ Top - u ; @ Base @ Top.,, e @ Base +D+I-I k : k�•• 0.171 k +D+L+H . ''••• = k k .. r+ 0.171 k +D+Lr+H k k 0.171 k +D+S+H t k ' k 0.171 k 4 +D+0.750Lr+0.750L+H k , k , 0.171 k _ +D+0.750L+0.750S+1 Ik . k . ,., 0.171 k' +D+0.60W+H k + , . -0.216 _ ' k 1.059 k , a +D+0.70E+H .k d ` 4 k 0.171 k ' +D+0.750Lr+0.750L+0.450W+H -k -0.162 k + ' + 0.837 k , +0+0.750L+0.750S+0.450W+H = k -0.162 - k,' • r 0.837 k. t +D+0.750L+0.750S+0.5250E+H k .. k , 0.171 k ' +0.60D+0.60W+0.60H k -0.216 , 'k 0.991 k - +0.60D+0.70E+0.60H :' k _ k 0.103 k D Only k k ; 0.171 k Lr Only - k k k L Only k . • k k . S Only k •• k k W Only k -0.360 k 1.480 k E Only l k k k • r H Only k k k 'Maximum DO- ions,fot.Load Combinations4 5':� `r app ,^ ; '' •' Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft . +D+L+H 0.0000 in 0.000 It ^ 0.000 in , 0.000 ft - +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+S+H j. 0.0000 in 0.000 It 0.000 in 0.000 ft , ' +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft' +- + .7501-+0.750S+H 0.0000 in 0'.000 It 0.000 • in 0.000 It , - +D+0.60W+H 0.0000 in 0.000 It 0.021 in 4.000 It +D+0.70E+H 0.0000 in 0.000 It 0.000 in' ' -0.000` It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It ,: 0.016 in 4.000 It ' +D+0.750L+0.750S+0.450W+H 0.0000 in ,, 0.000 It 0.016: in -4.000 It i +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft- 0.000 , in 0.000 It • ' +0.60D+0.60W+0.60H _ 0.0000 in 0.000 , It - 0.021 in 4.000 It +0.60D+0.70E+0.60H ,, 0.0000 in �0.000 ft•' 0.000 in 0.000 It D Only 0.0000 in . 0.000 ft 0.000 in 0.000 - ft Lr Only s 0.0000in 0.000 ft 0.000 •. in 0.000 ft ' L Only 0.0000 in 0.000 ft ' 0.000 in 0.000 ft S Only 0.0000 •` in 0.000 ft 0.000 ^ in. 10.000 ft WOnly 0.0000 in- 0.000 ft 0.035 in ,4.000 ft .- E Only 0.0000; _ in +. 0.000 ft 0.000 in 0.000 ft " H Only 0.0000 in 0.000 ft .' 0.000. in . 0.000 ` ft vSteel.S tion Pr eRies, , °s,� Pipet-1l2 Std ' s' f . • + . • • •, • k. ' ` � - o , •- y'''t�aauu �1q'P ry�a��o' �/(.'�.� � pxry ,A�eyp,�(p� +p`pyyp ®®BUTTE ,BUILDIY r . .. �• T IG ®I VISION , Or Title Block Line 1 n Project Title: , You can change this areaEngineer: Project ID: fui sing the "Settings" menu tem Protect Descr: ' and then using the "Printing C Title Block" selection. + , . Title Block Line i) - . • Printed: 24 NOV 2015, 10:46AM 1:EC6C61umn s Z xsr+cT' y,�r...r,:.3r�;....•c + .�r + a4> _ . + .. ,,, is u 4 gwf ^.Fi•leC:\Usersl0wnelDOCUME;IIENERCA-1\REVOLV - ENERCACC.INC 19832015.buil d.6.15:10.6tVer6:1510.6';#. r.rr Applied Engineering Consultants, Inc ' Description : A2.2 - Posts Steel Section,PropertiPipet=112 Std • Depth = 1.900 in I xx = _ 0.29 in"4 J ; = 0.586 in14 , r r , S xx _ '0.31 In"3 ; Diameter _ .1.900 in R xx = r 0.626 in ' Wall Thick = 0.145 in Zx = _ 0.421 in"3 Area = 0.750 in"2 Iyy = 0.293 in ^4 Weight' = 2.742 r plf , S yy -. _, 0.309 in"3 R yy = 0.626 in Yog _ . `0.000 in Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item I Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 24 NOV 2015, 1 i:03AM File C:1Usersko,,,ADOCUME-1\ENERCA-I\REVOLV-1.EC6 [,P61e FM 01 P6666 Err 8' -*1'-- i� ENERCALC; INC. 119632015, Build:6.15;10.6 Ver.6.15.10.6 KW -06009279 Licensee Applied Engineering Consultants, Inc Description A3 I Lateral Pier 18" Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-10 -die-nerafInformation--, 7� -- 7- 7' Pole Footing Shape Circular Footing Diameter ............... 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 300.0 pcf Max Passive ................... 1,500.0 psf J Controlling Values Governing Load Combination: +D+0.60W+H Lateral Load 0.2160 k Moment 0.1080 k -ft NO Ground Surface Restraint Pressures at 113 Depth Actual 205.376 psf Allowable 207.221 psf Minim' , ZR:k;quire'd Depth. 11!"'2A25'1ft',y�,, Wf . 4' Footing Base Area 1.767 ftA 2 Maximum Soil Pressure 0.5959 ksf Soil Surface No lateral restraint (D Footing Diameter = V-9' FA7p-plQ-Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D: Dead Load k Wit o 0.1650 k Lr: Roof Live k k1ft k L: Live k Wit k S:'Snow k Oft k W: Wind 0.360 k k/ft 1.480 k E Earthquake k Wit k H Lateral Earth k Wit k Load distance above 0.000. TOP of Load above grouhd surface 0.13 ground surface 0.50 it ft 1.88 BOTTOM of Load above ground surface ft Load Combination equ Pressure at�1/3,DiTpth--f-7S6il;ln-cr-e--ase, "7�F,6Fc6s-'@�-G'ffi-u-ndS6rf�cEe-�� R iiFed 4' J, ad '(k), C Load Combiniition'�' s-v.,1MomL6ti--'(ft-k),Z �w Factor��' �o I g-, 91- L '- & , +D+H 0.000 0.000 0.13 +D+L+H 0.000 0.000 0.13 +D+Lr+H 0.000 0.000 0.13 +D+S+H 0.000 0.000 0.13 +D+0.750Lr+0.750L+H 0.000 0.000 0.13 +D-10.750L+0.750S-+H 0.000 0.000 0.13 +D+0.60W+H 0.216 0.108 2.13 +D.+0.70E+H 0.000. 0.000 0.13 +M.750Lr+0.7501L+0.450W+H 0.162 0.081 1.88 0.0 0.0 1.000 0.0 0.0 1.600. 0.0 0.0 1.000 0.0 0.0 1.000 0.0 0.0 1.000 0.0 0.0 1.000 205.4 207.2 1.000 0.0 0.0 1.000 181.1 181.5 1.000 BUTTE COu 0 mN-rv' BUILDING DIVISION PPRVp. 'Title Block Line 1 r Project Title . , « You can change this area .. Engineer:. r Project ID: ` using the "Settings" menu item ,Protect Descr: "Printing& and then using the Title Block", selection., • � ,` ' Title Block Line 6 •�, • - Printed: 24 NOV 2M,11:03AM ' +Pole F.00tin Elrnbedded in%; gs<ENERCA_LC;INC'1.9832015;'BuiId61510.6,!Ve�.6.i5,10.6>'. p--,> ''} "i 6-Rey,C:\Users\OkneAD000ME 11ENERCA-11REVOLV-I.EC6 ,f may`Li,. 4 KW -06009279 Licensee Applied Engineering Consultants, Inc, Description : A3 - Lateral Pier 18" +D+0.750L+0.750S+0.450W+H Y 0.162 0.081 , ; 1.88 181.1 181.5 1.000 • ' +D+0.750L+0.750S+0.5250E+H ". 0.000 ` • ' 0.000. 0.13 0.0 0.0 1.000 • +0.60D+0.60W+0.60H'• 0.216' ` 0.108 2.13 205.4 „207.2'. 1.000 J - +0.60D+0.70E+0.60H 0.000 ' - 0.000 = 0.13 ;: 0.0 1.000 ,0.0 , • I - y, a .. . ,� •>. UTO TE, CW Nl 6 J. ggee®�� DIVISION , - J r. , - _ • _," .. .. , as • APS®''!7 Er'aA•• roti"i . .. _ •' -. .. r" - . „t 1f - Sunmodule;// Plus SW 280 MONO 3� N.tuv,C% TUV Power controlled: 21AyTUVRheinl6nd = Lowest measuring tolerance in industry 000002 Every component is tested to meet 3 times IEC requirements J oDesigned to withstand heavy accumulations of snow and ice J OSunmodule Plus: Positive performance tolerance , J �� �• 25 -year linear performance warranty and 10 -year product warranty J Glass with anti -reflective coating World-class quality Fully -automated production lines and seamless monitoring of the process and mate- rial ensure the qualitythat the company sets as its benchmark for its sites worldwide. SolarWorld Plus -Sorting Plus -Sorting guarantees highest system efficiency. SolarWorld only delivers modules that have greater than or equal to the nameplate rated power. 2S -year linear performance guarantee and extension of product warranty to 10 years SolarWorld guarantees a maximum performance digression of 0.7% p.a. in the course of 25 years, a significant added value compared to the two-phase warranties com- mon in the industry. In addition, SolarWorld is offering a product warranty, which has been extended to 10 years.` in accordance with the applicable SolarWorld Limited Warranty at purchase. www.solarworld.com/warranty OaznnM=C 61216 2 '3 Ammonia rvzlatanco V sntaty trstzd IEC617M 3 �, 6 tmtcE D E Pmtodk--ftp ,Ra .i, PModk lnzpznlon • eton�a u� m+in.m • Powe, eowonM y , —_�` a6nFOw.lancE rEsiEo S sur n6sr 6E5151a.T PNOTQ,gLTAK PROWCT C US V U L 1703 DVE C E ❑o GS • 1 1 • 11 PERMIT #_&6_n0 73 ' BUTTE COUNTY DEVELOPMENT SERVICES solarworld.com REVIEWED FOR A IN USA OF US C®pi; CO MLIE A ffiq Fec4 c BI Sunmodule;// Plus SW 280 MONO PERFORMANCE UNDER STANDARD TEST CONDITIONS (STC)` Maximum power Pm„ 280 Wp Open circuit voltage V. 39.5 V Maximum power point voltage VmpP 31.2 V Short circuit current 1„ 9.71 A Maximum power point current Impp 9.07 A Module efficiency rlm 16.70% 'STC: 1000 W/mr, 25'C, AM 1.5 1) Measuring tolerance (P „) traceable to TUV Rheinland: +/- 2% (TUV Power Controlled). THERMAL CHARACTERISTICS NOCT 46'C TC 1„ 0.04 %/'C TC yp, -0.30 %/'C TC Pmpp -0.41 %/'C Operating temperature -40'C to 85'C 4 65.94 1.22 (31) Module voltage [VI V. 11.33 (288) Version 2.S frame bottom mounting holes PERFORMANCE AT 800 W/m=, NOCT, AM 1.5 Maximum power Pm„ 209.2 Wp Open circuit voltage V. 36.1 V Maximum power point voltage VmPP 28.5 V Short circuit current 1„ 7.85 A Maximum power point current Impp 7.33 A Minor reduction in efficiency under partial load conditions at 25"C: at 200 W/m',100% (+/-2%) of the STC efficiency (1000 W/mT) is achieved. COMPONENT MATERIALS Cells per module 60 Cell type Mono crystalline Cell dimensions 6.14 in x 6.14 in (156 mm x 156 mm) Front Tempered glass (EN 12150) Frame Clear anodized aluminum .Weight 39.5 lbs (17.9 kg) SYSTEM INTEGRATION PARAMETERS Maximum system voltage SC Il / NEC 1000 V Maximum reverse current 16 A Number of bypass diodes 3 Design Loads' Two rail system 113 psf downward 64 psf upward Design Loads' Three rail system 170 psf downward 71 psf upward Design Loads Edge mounting 30 psf downward 30 psf upward ' Please refer to the Sunmodule installation instructions for the details associated with these load cases. ADDITIONAL DATA Powersorting' -0 Wp/+5 Wp 1 -Box IP65 Module leads PV wire per UL4703 with H4 connectors Module type (UL 1703) 1 Glass Low iron tempered with ARC VERSION 2.5 FRAME Compatible with both "Top -Down" and"Bottom" mounting methods ♦Grounding Locations: 4 corners of the frame 4locations along the length of the module in the extended flanget 1 x4 IBUTTE COUNTY 4.20(107)t nULDING ®IVI2N 11h rn ir� E All units provided are imperial. SI units provided in parentheses. SolarWorld AG reserves the right to make specification changes without notice.. SW-01.6006US 08-2014 Enphase® Microinverters 132 44, a. r `•.. a. The Enphase® M250 Microinverter delivers increased energy harvest and reduces design and installation complexity with its all -AC approach. With the M250, the DC circuit is isolated and insulated from ground, so no Ground Electrode Conductor (GEC) is required for the microinverter. This further simplifies installation, enhances safety, and saves on labor and materials costs. The Enphase M250 integrates seamlessly with the Engage® Cable, the Envoy' Communications Gateway", and Enlighten®, Enphase's monitoring and analysis software. PRODUCTIVE SIMPLE RELIABLE - Optimized for higher -power - No GEC needed for microinverter = 4th -generation product modules - No DC design or string calculation - More than 1 million hours of testing - Maximizes energy production required and millions of units shipped - Minimizes impact of shading, - Easy installation with Engage - Industry-leading warranty, up to 25 dust, and debris Cable a years W PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES �£,I enphase® REVIEWED .FOR-, E N E R G I Y S�® CO CONI PLI E C us Enphasee M250 Microinverter // DATA INPUT DATA (DC) M250-60-2LL-S22 Rec6nirWencled input powe�r (STd) 210 -- 316 W, S, Maximum input DC voltage 48V .'Peak power, tracki�g voltage 27V -39,V,* Operating range 16 V - 48 V Min'/M'ak"start-volt"age:�,"- 22 V Max DC short circuit current 15 A OUTPUT DATA (AC) @208 VAC @240 VAC Peak output Q W. Power, 5b W 2, Rated (continuous) output power 240 W 240 W ;Nominal o6irduration) Nominal voltage/range 208 V 183-229 V 240 V / 211-264 V N6'nriinal'frequepcy/ran'ge - 71 60.0 / 57-61 Hz 60.0'/ 57-61 1 --77 Extended frequency range* 57-62.5 Hz 57-62.5 Hz Power Utor', >045 Maximum units per 20 A branch circuit 24 (three phase) 16 (single phase) F,MTxi��u�no�tp6tfiultcLfrre�nil:f 85Or:h� ArirUi6r 6 cycles '-,866r-nArmsfor6c�cles- EFFICIENCY I "CIECweighted effici'e'nc Peak inverter efficiency ------------- 'cy*(w;ig'hfb8,`r4�� 96.5% Static" MPPTOffici: by, "49:4,% L Night time power consumption 65 mW max MECHANICAL DATA t --Ambient temperature "''--ra—n"ge"'. -- ,'-,*'",�"." �, to~+65°C 4- . -C n", � , - �, � Operating temperature range (internal) -40°C to +85°C �rnbnsi!' is"(W�H JDi o,n x6y -1,73, ,ftl, m,x (With out rnou irig bracket)' Weight 2.0 kg Cooling ', c 4�11-- . - wJ -7 ura convec .:Nor Enclosure environmental rating Outdoor - NEMA 6 FEATURES :Compatibility Compatible with '601cell Communication Power line <-;lnte rated grouHd _ •_,, 4 -66'circui�i meets the Ll ungrounded * ded Pv.-, 71, 44. T' 'ar�ay�iq —6zlblb5.� r- iquApment ground'is' 'r'o'v i�d : fftifie N A e i Engage Cable.,: o 61 C -additi6nal,Gft orb is require rou d fault protection (GFP) is., the m i c r o i nv"erie "C; Monitoring Free lifetime monitoring via Enlighten software ;Compliance , . . . . . . . 01 ;an 107.1 1 * Frequency ranges can be extended beyond nominal if required by the utility BUTTE COUNV, UILDING DIVISION To learn more about Enphase Microinverter technolog enphase® visit enphase.com ApPFIO\IELJ E N E R G Y C 2015 Enphase Energy. All rights reserved. All trademarks or brands in this document are registered by their respective owner. MKT -00070 Rev 1.0 ENGINEERING CALCULATIONS FOR WOODS SOLAR ARRAY PIERS 20 RED FOX CT, CHICO, CA Date: 8117115 Revised: 915115 Revised for taller gstem. 11124115 Client: Re-Volve Solar AEC Project Engineer: RHA AEC Project No.: 2015-RS031 ProjectDescription..........................................:............................................................. T1 WindLoading.....:.......................................................................................................... T2 Calculations.................................................................................................................... 1 Appendix A: Computer Calcs........................................................................................A 1 Appendix B: Product Literature......................................................................................81 PERMIT # f;5{!�- D 1'7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR cO ,, On�PL � 2 3; P.O. Box 126 - Gold Run, CA - 95717 • Phone: 530-470-0110 �� copy n AOR Solar Array Piers A'PPLIED'".- (CN6IN HBAIMO-GOI�OBYLT i4TG, INO•.•-' )OR NO. rJ:1TF cur,,,,r Re-Volve Solar BY RHA SHEFI-xo. T1 Proiect Description: Re-Volve Solar will be installing their standard ground mount solar system at the property listed on the cover page. The array racking is made up of aluminum rails placed at a pitch and supported by two post and beam lines; said post and beam lines are constructed of 1 1/2" galvanized pipe. The posts are spaced at 8' oc in each direction. This set of calculations is for the foundations and for the cross brace member used to equalize the foundation lateral loads. All other parts of the structure are designed by others. Building Codes Used: 2013 CBC, ASCE 7-11, ACI 318-11 ROF SS�p � Wind Loading Criteria: Fy. Wind Speed in Area: 110 MPH N0 70964, Risk Category 1 Structure 4 Design Wind Speed: 100 MPH '� E*p• 6/ f 7 Exposure C J'J y CML. A Flat Topography lFOf C41F��� Soil Properties per CBC T1806.2: Soil Type: Sand, silty sand, clayey sand, silty gravel, and clayey gravel* Allowable Bearing Pressure: 2000 psf Allowable Lateral Bearing: 150 psf (increased to 300 psf per Section 1806.3.4)** Coefficient of Friction: 0.25 *It shall be the responsibility of the Contractor and the appropriate inspection agency to verify this soil condition during pier excavation. In the event a different soil condition is encountered, Contractor shall immediately halt work and notify the Engineer. **Per Re-Volve Solar, the solar array racking structure, solar panels and any other equip ment/appurtenances attached to the racking structure will not be damaged or otherwise adversely affected by a 1/2" motion at the ground surface due to short-term lateral loads. 0 , - - -39.3 Direction = 0 -1572 - - Direction = 180 ' 40.9 15.7- _. 188.6 326.7 - Panel Angle L horiz Load Case E&w P&lost) w.m..ID11) F V Moment about pivot (in -kips) JOB NAnre: Ground Mount: /00 MPH, Exp C, Flat _ wym,.�t) Moment about pivot fin -kips) 0.0 �• A` P' P L E' JOB NO. • - DA 4.7 - - t ` ENGINEERINw. C0NBuLTANT9 j, (NC CIJENT Re Vo1Ve BY RHA SHF --NO. T2 OA 157.2 -3.8 T . 13.3 B -17.3 -1.6 0.0 -125.7 •-4.2 -17.3 -1.6 0.0 -125.7 4.2 7.5 13.2 A -9.4 -15.7 -21.9 -166.2 - 1.7 14.1 23.6 32.8 249.3 2.5 - 7.5 ' FIXED SOLAR ARRAY Monoslope Roof Model Main Wind Force Resisting System - - "Exposure C w 0.0 -19.1 2012 CSC Wind Load Calculation (per ASCE 7-10. Section 27.4-3 Fly .re 27.44, - Clear Wind Flow Casal 25.2 Load sign are positive as follows 26.0 • - _ - 15.0 12.9. A Lateral Left •.�' _ h (R)'= 6.5- Ka = 1 V (mph) = 100 G = -0.85 20.4 Vertical Down 78.6 293.5 1.3 h„ (h) = 5 Kd = 0.85 qh (psn = 18.5 - E -W Post Spcg (h) = 8 Moment Clockwise • ..i'' - = +. L,, (it) = 13.33 KI, = 0.85. -8.0 L c (ft) = 0.75 9.4 - 65.1 242.9 -5.0 - h' Wind Loads on Panels (psO and on North-South 12.3 A -23.6 - -25.2 - -124.3 -300.1 0.4_ 26.7 28.3 140.3 338.8 0.4 , - - -39.3 Direction = 0 -1572 - - Direction = 180 ' 40.9 15.7- _. 188.6 326.7 - Panel Angle L horiz Load Case E&w P&lost) w.m..ID11) &9-'-LoJ/f Moment about pivot (in -kips) Pxw Pmt wry wym,.�t) Moment about pivot fin -kips) 0.0 13.3 - A 18.9 4.7 0.0 157.2 3.8 - 18.9 4.7 OA 157.2 -3.8 0.0 13.3 B -17.3 -1.6 0.0 -125.7 •-4.2 -17.3 -1.6 0.0 -125.7 4.2 7.5 13.2 A -9.4 -15.7 -21.9 -166.2 - 1.7 14.1 23.6 32.8 249.3 2.5 - 7.5 13.2 B -22.0 0.0 -19.1 -145.4 -5.9 25.2 _ 4.7 26.0 197.4 - -5.4 15.0 12.9. A -14.1 -20.4 -59.7 -222.7 1.7 20.4 25.2 78.6 293.5 1.3 15.0 12.9 B- -29.9 ' 0.0 -51.5 -192.3 -8.0 28.3 9.4 - 65.1 242.9 -5.0 - 22.5 12.3 A -23.6 - -25.2 - -124.3 -300.1 0.4_ 26.7 28.3 140.3 338.8 0.4 22.5 12.3 _ B -37.7 -4.7 .. -108.3 '' -261.4 . -8.8 - _ - 34.6 11.0 116.3 280.7 _ -6.3 30.0 11.5 A - -28.3 -28.3 -188.6. -326.7 0.0 - . 33.0 33.0 220.0 381.1 0.0 30.0 11.5 B -39.3 -7.9 -1572 - -272.2 -8.4 ' 40.9 15.7- _. 188.6 326.7 - -6.7 37.5 10.6 ti A - - -28.3 -28.3 -229.6 -299.3 0.0 - s = _ 33.0 - 34.6 274.3 " ' 357.5. 0.4 - - 37.5 10.6 a -37.7 r -9.4 -191.4 -249.4 -7.5 42.4 ' 17.3 242.4 , 315.9 • -6.7 45.0 9.4 •, A -25.2 - -28.3 ` -251.9 0.8 - 34.6 39.3 348.2 348.2 -` 1.3 •-5.0 _ .' 45.0 9.4 B -36.2 -11.0 _-251.9 -222.3 -222.3 -6.7 = - : 40.9 " -' 22.0 296.4 296.4 " ' •274.3 _ 20.0 12 .5 - A -20.4 - •23.6 -102:8. - 0.8 - 24.6 27.3 119.8 323.7 0.7 - 20.0 -12.5 L- B -35.1 -3.1 =89:4' -238.4 -8.5 32.5 10.5 99.2 268.1 '-5.9 - - cl r, rata �. S. `+:•r a. . ',-, � 1.F r - , �5 ���• t � � _ ..�! a �.- �_ ;, '► '.Rf `, .. � __ • . CA It ' � .. •• - , - • wry` - APPLIED J IMC. "BM. (1-111 1� . t/O� ✓C g�- luu:� 1NFEfNn ' 3,9, 5-,4q,q GJ', •vt Z� / o .4 P, _ [, / � z zrz 7' 1 /2 . SCry qo CI>op,)azJ.4arL Fa 7 a P P t f 5l� ol d4 ���� ia® tAPPLIwED Jon Z01S-�3 I r1er RHA %wFrNo Z.- • F/Zo 4 r ,P vc r r � �' Ti4CL v- Af « s 7 ' Cisme SIzAc/�G Ta Ce, -;i PiEtis#jTcr" FoA. e- grICAMC le l 4 —3,67--7 t 7. S Z L„ Lbz = 7.5' -7, s ���, _ (► 19- 8 p IFYb'� A 2, 1'/z''0 Lk Y0 �- �`bZ 360 C tf Poyrs : �aT q c AA -A v lo2i z o�'rq� L�qa p� rL6L @ �i f1 E /Gffr. APPLIED '°83 f LND�NC(N�NO CONOuf.T&mrY. INC. Josm Pl�O` I DAM, OJENT Bl' 1\!1!-i SHEl:Y'NU - C���k ArE-Rs �AT� 2A -L To 1 4 S HC-A/Z -1 e> f ff-RS -r fZ AMSFE2 s 7 H AGOG N. BAgCEs 2, 2-5-' �K C. rf E c K OP c. t Fr r ZZZp(���6'sP<e) - Fak p f -Y)(6' Spcc.) — -936 . Cracc r 13 0.60 0 . Pb t t Pu P pp - (j?- � >/o 263 -,Qq I q W cc, Q cS Cis r-0 x 9,4�K P ®®® I 9 Title Block Line 1 # Project Title: You can change this area Engineer: w Project ID' using the "Settings" menu item Protect Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 Printed:13JUL 2015, 6:52AM J • r . , f, _ ...,-, lsersl0vine\DOCUME-IIENERCA-1\REVOLV I.EC6 iitll 2015, Build:6.15:7.8, Ver.6.15.7.8W66(iCOlUYlo ENERCALC; INC. 1983- -C KW -06009279 Licensee Applied Engineering Consultants, Inc " Description: None FCode References {t Y� , f, c7 71 Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 s ` Load Combinations Used :.ASCE 7-10 `, General Informationiu,, : i fi • 7 12 <2-777772- A 4 Analysis Method : Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 1.50 in. Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in"2 Cf or Cv for Compression 1.10 Fb - Tension 900 psi Fv 180 psi Ix 20.797 in"4 Cf or Cv for Tension 1.30 Fb - Compr 900 psi Ft 575' psi ly, 1.547 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1350 psi Density 31.2 pcf Fc - Perp 625 psi Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1,0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive ? No (non-gre only) Minimum 580 580 Brace condition for deflection (buckling) along columns - X -X (width) axis: Fully braced against buckling along X -X Axis 1 •sY-Y (depth) axis : Unbraced Length for X -X Axis buckling =10.0 ft, K =1.0 - _ Applied Loads ter' T * _ '77, - 7 r ` � , Service loads entered. Load Factors will be~applied for calculations. 7 Column self weight included: 17.875 lbs x Dead Load Factor. AXIAL LOADS ... Axial Load at 10.0 ft, D =1.153 k :DESIGNSUMNIARY;:ra x .�.w._•,x , Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1986: 1 Maximum SERVICE Lateral Load Reactions. ` Load Combination +D+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only,•fGFc' Top along X -X ; 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft' Maximum SERVICE Load Lateral Deflections At maximum location values_ are ... Along Y -Y Q•Q in at 0.0 ft -above base k Applied Axial 1.171 k for load combination : n/a Applied Mx 0 Q k -ft Along X -X 0.0 in at , OA ft above base ` Applied My 0.0 k -ft . Fc: Allowable 714.78 psi - for load combination : n/a , `+ 4 ' Other Factors used to calculate allowable stresses'... PASS Maximum Shear Stress Ratio = 0.0: 1 ' Bending Compression Tension Load Combination ' +0.60D+0.70E+0.60H ' Cf or Cv : Size based factors 1.300 1.100 Location of max.above base 10.0 It Applied Design Shear 0.0 psi ' Allowable Shear 180.0 psi . Load Combination Res is, i I r Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location - +D+H 1.000 0.481 0.1986 PASS 0.0ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.481 0.1986 PASS 0.0ft. ',0.0 .' PASS : 10.0 ft +D+Lr+H 1.000 0.481 0.1986 PASS •0.0ft -,0.0 PASS • 10.0 ft ' +D+S+H 1.000 0.481 0.1986 PASS 0.0ft 0.0 . ` "PASS , 10.0 ft +D+0.750Lr+0.750L+H 1.000 0.481 0.1986 PASS 0.0ft �0.0_ ` PASS • 0Z'ft +D+0.750L+0.750S+H 1.000 0.481 0.1986 PASS 0.0ft 0.0', PASS 10ft +M.60W+H .1.000 0.481 0.1986 PASS 0.0ft 0.0 P +M.70E+H 1.000 0.481:. 0.1986 PASS 0.0ft y,' , 0.0 +D+0.750Lr+0.750L+0.450W+H 1.000 0.481 0.1986 PASS O.O ft�®�� O Q +D+0.750L+0.750S+0.450W+H 1.000 0.481 0.1986 PASS ° 0.0ft +D!0.750L+0.750S+0.5250E+H 1.000 0.481 0.1986 PASS iO.Oft , '': Title Block Line 1 Project Title: ?� You can change this area Engineer:. Project ID: using the "Settings" menu item Protect Descr: and then using the "Printing & s Title Block" selection: L > Title Block Line 6 Printed: 13JUL 2015, 6:52AM L ,f. ' ,F ` �t FilC(:1Users%One\DOCME-1 ENERCA-1IREVOI.EC6 ENERALC, INC.1983201e7.8,Wood Column 5 r: ! Lic. #: KW -06009279 Licensee Applied Engineering Consultants, Inc Description : -None-- A-6-ad CombinationResults �7 177-1 7 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios ' Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.000 0.481 F 0.1191 PASS' 0.0ft 0.0 PASS 10.0 ft +0.60D+0.70E+0.60H 1.000 0.481 0.1191 PASS O.Oft 0.0 PASS 10.0 ft 37, Maximum Reactions T_* r .<: ''. ..•T 1777. 4=7 Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction - Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.171 k +D+{+H _ k k 1.171 k +D+Lr+H k k 1.171 k +D+S+H k k 1.171 k +0+0.750Lr+0.750L+H k k 1.171 k +0+0.750L+0.750S+H k k 1.171 k +0+0.60W+4i k k 1.171 k +0+0.70E+H k k 1.171 k • +D+0.750Lr+0.750L+0.450W+H k k 1.171 k +D+0.750L+0.750S+0.450W+H k k 1.171 k ' +D+0.750L+0.750S+0.5250E+H k k 1.171 k +0.60D+0.60W+0.60H k k 0.703 k r +0.60D+0.70E+0.60H k k. 0.703 k D Only k k 1:171 k Lr Only k k k L Only . k k k ` S Only k k s .. L k' W Only k + k r k E Only _ k k , • k H Only k k k Maximum Deflections for -toad Combinations Fx - Load Combination Max. X -X Deflection Distance . Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in t 0.000 ft - +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+o.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft u. +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 It. 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 it +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 It > " • r•+ +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft 'M D Only 0.0000 in 0.000 ft 0.000 in. 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft c " L Only i 0.0000 in 0.000 ft 0.000 -in ' 0.000 ft " S Only 0.0000 in 0.000 ft 0.000 in " 0.000 ft r - W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft ° H Only 0.0006 in 0.000 ft 0.000 in 0.000 ft N ry Title Block Line 1 Project Title: " 1 You can change this area ,i Engineer: Project ID: ` .� usinProtect Descr: g the "Settings" menu item and then using the "Printing & Title Block"'selection. ` Title Block Line 6 1 Printed: 13JUL 2015, 6:52nM 0 A ' File C:\Users\OWneADOCUME-IIENERCA-1\REVOLV,I.EC6 �� . "' ,Wootl<Columna r ENERCALCJNC .198&2015; Buik1.6.15:7.8, Ver.6.15:7.8 Lic. #: KW -06009279 Licensee Applied Engineering Consultants, Inc Description -None- t'� sketches , Y�r ,•,,,c: ?. , a`..,. �,}' a ..:y .. � • � t... CD 24 L 1 iso in Loads are total entered value. Arrows do not reflect absolute direction. n .. .. 1. .. .. ar 40 • i ♦ e`er ' • 4 • r-' - •' a -4,if h Applieri Loads •'. > ° ; ,', if1 , _ -' Service loads.entered. Load Factors will be applied for calculations , Load for Span Number 1 Uniform Load: W = -0.03510 ksf, Tributary Width = 6.0 ft Load for Span Number 2 Uniform Load: W = -0.03510 ksf, Extent = 0.0 ->> 3.750 ft, Tributary Width= 6.0 ft ' Uniform Load: W = -0.00310 ksf, Extent = 3.750 -» 7.50 ft, Tributary Width = 6.0 ft - Load for Span Number 3 " Uniform Load : W = -0.00310 ksf, Tributary Width = 6.0 ft r. a -�s�+--w.�.vrY'.'r:s�.m••x�-^r�.�-,.•,a+•-.=-+w�rsn.---+vim, ' Maximum Forces,& Stresses for.Lo RZMbination's M - - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -,Max Mnx Mnx/Omega Cb Rm Va Max ' Vnx Vnx/Omega ' Overall MAXimum Envelope Dsgn. L = 2.90 ft 1 0.53 0.53 '' 0.43 t' Dsgn. L = 7.50 ft Title Block Line 1 -0.20 ' 0.53 _ 0.43 Project Title: • < ., r 0.05 ; You can change this area - Engineer: Project ID: . Dsgn. L = 2.90 ft using the "Settings" menu item • r - r -0.00 Protect Descr:, , '. ,: and then using the "Printing & Dsgn. L = 2.90 ft ..: 3 - t +D+L+H Title Block" selection. Dsgn. L = 2.90 It 1 r'. ✓'' i Title Block Line 6 ' Dsgn. L = 7.50 It 2 - Printed: 8 SEP 2015, 11:34AM - +• 13 m r ac n a n s a r x e x may" o f neADOCUME-•1\ENERCA-1\REVOLV-1,.E93 " -File= C:\UserslOw ;General Beam_ Analysis. -0.00 +D+Lr+H Dsgn. L = 2.90 ft } " 1 ,-r r' -0.00 N 2 305� ENERCALC;INC:19832015,BuiId 6.15:7:30,Ver.6.15.7.30. 0.00 r SLic. # : KW -06009279 . 0�®� t p p0 Licensee Applied r Description : -None- y3 ' 1 . , r ' Dsgn. L = 7.50 ft Dsgn. L = 2.90 ft 2-0.00 3 ; p ` -0.00 General Beam Properties �' .• ,, €r �; z a , fy i Dsgn. L= 2.90 ft 1 Elastic Modulus 29,000.0 ksl Span #1 Span Length = 2.90 ft Area= 10.0 in^2 Moment of Inertia = 100.0, in^4 ' , - Span #2 Span Length = 7.50 ft • Area = �' 10.0 in^2 ! Moment of Inertia = 100.0 in^4 Span #3 ' • Span Length = 2.90 ft Area = 10.0 in^2 , Moment of Inertia = 100.0 in^4, h Applieri Loads •'. > ° ; ,', if1 , _ -' Service loads.entered. Load Factors will be applied for calculations , Load for Span Number 1 Uniform Load: W = -0.03510 ksf, Tributary Width = 6.0 ft Load for Span Number 2 Uniform Load: W = -0.03510 ksf, Extent = 0.0 ->> 3.750 ft, Tributary Width= 6.0 ft ' Uniform Load: W = -0.00310 ksf, Extent = 3.750 -» 7.50 ft, Tributary Width = 6.0 ft - Load for Span Number 3 " Uniform Load : W = -0.00310 ksf, Tributary Width = 6.0 ft r. a -�s�+--w.�.vrY'.'r:s�.m••x�-^r�.�-,.•,a+•-.=-+w�rsn.---+vim, ' Maximum Forces,& Stresses for.Lo RZMbination's M - - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -,Max Mnx Mnx/Omega Cb Rm Va Max ' Vnx Vnx/Omega ' Overall MAXimum Envelope Dsgn. L = 2.90 ft 1 0.53 0.53 '' 0.43 t' Dsgn. L = 7.50 ft 2 0.53 -0.20 ' 0.53 _ 0.43 Dsgn. L = 2.90 ft 3 0.05. 0.05 ; ' 0.03 F' . Dsgn. L = 2.90 ft 1 r - r -0.00 Dsgn. L = 7.50 ft 2 '. ,: _ -0.00 `* . Dsgn. L = 2.90 ft ..: 3 .' -0.00 +D+L+H Dsgn. L = 2.90 It 1 ys , 1-0.00 ' Dsgn. L = 7.50 It 2 - a ti -0.00 t. Dsgn. L = 2.90 ft 13 -0.00 +D+Lr+H Dsgn. L = 2.90 ft } " 1 ,-r r' -0.00 Dsgn. L = 7.50 ft Dsgn. L = 2.90 ft +D+S+hI 2 305� ,._` n 0.00 r Dsgn. L = 2.90 It . Dsgn. L = 7.50 It 1 . , : , 2 . 0�®� t p p0 Dsgn. L = 2.90 ft +D+0.750Lr+0.750L+H y3 Dsgn. L = 2.90 ft 1 . , r ' Dsgn. L = 7.50 ft Dsgn. L = 2.90 ft 2-0.00 3 ; p ` -0.00 +D+0.750L+0.750S+H t , a , fy i Dsgn. L= 2.90 ft 1 ` Project Title: Engineer.' Project Descr: Project ID: x Printed: 8 SEP 2015. 11:34AM Description : -None- 4 Max Stress Ratios Summa of Moment Values Summa of Shear Values Load Combination Summary ry Segment Length > Span # M V Mmax + Mmax - ' Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.50 ft 2 -0.00 Dsgn. L = 2.90 ft 3 -0.00 ^ +D+0.60W+H Dsgn. L = 2.90 ft 1 0.53 0.53 0.43 Dsgn. L = 7.50 ft 2 0.53 -0.20 0.53 - 0.43 Dsgn. L = 2.90 ft 3 0.05 0.05 0.03' +D+0.70E+H Dsgn. L = 2.90 ft 1 -0.00 2' Dsgn. L = 7.50 ft ., 2 -0.00 Dsgn. L = 2.90 ft 3 400 +D+0.750Lr+0.750L+0.450W+H �. Dsgn. L = 2.90 ft 1 - 0.40 0.40 0.32 ' Dsgn. L = 7.50 ft 2 0.40 -0.15 0.40 s 0.32 Dsgn. L = 2.90 ft 3 0.04 0.04 0.02 r +D+0.750L+0.750S+0.450W+H Dsgn. L = 2.90 ft 1 0.40 '0.40 - 0.32 Dsgn. L = 7.50 ft 2 - 0.40- -0.15 0.40 0.32 . Dsgn. L = 2.90 ft 3 0.04 0.04 0.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.90 ft 1 -0.00 Dsgn. L = 7.50 ft 2 400 ' Dsgn. L = 2.90 ft 3 -0.00 +0.60D40.60W+0.60H Dsgn. L = 2.90 ft 1 0.53 a' 0.53 0.43 Dsgn. L = 7.50 ft 2 0.53 -0.20 •0.53 0.43 Dsgn. L = 2.90 ft 3 0.05 0.05 0.03 ' +0.60D+0.70E+0.60H s Dsgn. L = 2.90 ft 1 . ' -0.00 Dsgn. L = 7.50 ft 2 _ -0.00 Dsgn. L = 2.90 ft 3 -0.00 ' + OverallMaximum-Deflections'{�; i 1, < •�,.;; _ Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+^ Defl Location in Span 1 0.0000 0.000 W Only 0.0013 0.000 2 0.0000 0.000 W Only -0.0008 3.892 W Only' 3 0.0008 2.900 0.0000 3.892 FV Reactions 777. 7! 71 • Support notation : Far left is #1 Values in KIPSrt Load Combination Support 1 Support 2 Support 3 Support 4 , Overall MAXimum -1.328 -0.196 Overall MINimum -0.598 -0.088 +D+H +D+L+H +D+Lr+H +D+S+H „. t r +D+0.750Lr+0.750L+H ' +D+0.750L+0.750S+H +D+0.60W+H -0.797 -0.118 c - +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.598 -0.088 +D+0.750L+0.750S+0.450W+H -0.598 -0.088 +D+0.750L+0.750S+0.5250E+H • "' +0.60D+0.60W+0.60H -0.797 70.118 ^ +0.60D+0.70E+0.60H D Only s Lr Only L Only S Only W Only 1.328 0.196 EOnly H Only + r Title Block Line 1 �•' You can change this area -using the "Settings" menu item 'J and then using the "Printing & Title Block" selection. u ; + Title Block Line 6 General BearrrAnalysis ` Project Title: Engineer.' Project Descr: Project ID: x Printed: 8 SEP 2015. 11:34AM Description : -None- 4 Max Stress Ratios Summa of Moment Values Summa of Shear Values Load Combination Summary ry Segment Length > Span # M V Mmax + Mmax - ' Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.50 ft 2 -0.00 Dsgn. L = 2.90 ft 3 -0.00 ^ +D+0.60W+H Dsgn. L = 2.90 ft 1 0.53 0.53 0.43 Dsgn. L = 7.50 ft 2 0.53 -0.20 0.53 - 0.43 Dsgn. L = 2.90 ft 3 0.05 0.05 0.03' +D+0.70E+H Dsgn. L = 2.90 ft 1 -0.00 2' Dsgn. L = 7.50 ft ., 2 -0.00 Dsgn. L = 2.90 ft 3 400 +D+0.750Lr+0.750L+0.450W+H �. Dsgn. L = 2.90 ft 1 - 0.40 0.40 0.32 ' Dsgn. L = 7.50 ft 2 0.40 -0.15 0.40 s 0.32 Dsgn. L = 2.90 ft 3 0.04 0.04 0.02 r +D+0.750L+0.750S+0.450W+H Dsgn. L = 2.90 ft 1 0.40 '0.40 - 0.32 Dsgn. L = 7.50 ft 2 - 0.40- -0.15 0.40 0.32 . Dsgn. L = 2.90 ft 3 0.04 0.04 0.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.90 ft 1 -0.00 Dsgn. L = 7.50 ft 2 400 ' Dsgn. L = 2.90 ft 3 -0.00 +0.60D40.60W+0.60H Dsgn. L = 2.90 ft 1 0.53 a' 0.53 0.43 Dsgn. L = 7.50 ft 2 0.53 -0.20 •0.53 0.43 Dsgn. L = 2.90 ft 3 0.05 0.05 0.03 ' +0.60D+0.70E+0.60H s Dsgn. L = 2.90 ft 1 . ' -0.00 Dsgn. L = 7.50 ft 2 _ -0.00 Dsgn. L = 2.90 ft 3 -0.00 ' + OverallMaximum-Deflections'{�; i 1, < •�,.;; _ Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+^ Defl Location in Span 1 0.0000 0.000 W Only 0.0013 0.000 2 0.0000 0.000 W Only -0.0008 3.892 W Only' 3 0.0008 2.900 0.0000 3.892 FV Reactions 777. 7! 71 • Support notation : Far left is #1 Values in KIPSrt Load Combination Support 1 Support 2 Support 3 Support 4 , Overall MAXimum -1.328 -0.196 Overall MINimum -0.598 -0.088 +D+H +D+L+H +D+Lr+H +D+S+H „. t r +D+0.750Lr+0.750L+H ' +D+0.750L+0.750S+H +D+0.60W+H -0.797 -0.118 c - +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.598 -0.088 +D+0.750L+0.750S+0.450W+H -0.598 -0.088 +D+0.750L+0.750S+0.5250E+H • "' +0.60D+0.60W+0.60H -0.797 70.118 ^ +0.60D+0.70E+0.60H D Only s Lr Only L Only S Only W Only 1.328 0.196 EOnly H Only W(;V236) WLj0204) * W(;V2041 M-0.02369) D(0.003 V3) * D(V3) Q 0,003) • Span = 2.90 ft Span = 7.50 ft Span = 2.90 ft t 'Applied Loads' Service loads entered. Load Factor s will be applied for calculations. Load for Span Number I Uniform Load : D = 0.0030 k/ft, Tributary Width 1.0 ft, (DL) Uniform Load: W = -0.02040 k/ft, Tributary Width =1.0 ft,r (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 kilt, Tributary Width =1.0 ft, (DL) Urifform Load: W = -0*02040 kift, Extent = 0.0 - 3.750 ft, Tributary Width 1.0 ft, (Wind, high side) Uniform Load: W = -0.02360 kilt, Extent = 3.750 7.50 ft, Tributary Width = 1.0 ft, (Wind, Low Side) Load for Span Number 3 Uniform Load : D = 0.0030 kilt, Tributary Width =1.0 ft, (DL) Uniform Load : W = -0.02369 kilt, Extent= 0.0'->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) DESIGN Maximum Bending 0.052 k -ft Maximum Shear= 0.04566 k Load Combination 40.60D+0.60W+0.60H Load Combination +0.60D+0.60W+0.60H Location of maximum on span 7.500ft Location of maximum on span 7.500 ft Span # where maximum occurs Span # 2 Span iwhere maximum occurs Span # 2 Title Blockline 1 Project Title: Max Downward Transient Deflection You can change this area 0 Engineer: Project ID: 0.000 in using the "Settings" menu item Project Descr: 0.000 in 4295326 and then using the "Printing & Max Upward Total Deflection -0-000 in 1136083 Title Block" selection. Title Block Line 6 Printed: 14 SEP 2015, 9:35AM � IN r File= C:\Uses\OwneADO'CUME=l\ENERCA-1\REVO.LV-TE�General Beam AIysis 4" J ' ' ENERCALC, INC. 19832015,,Build:6.15.7.30. VerR 157.30; 1 • Lic. #: KW -06009279 Licensee Applied Engineering Consultants, Inc Description AO - Wind Load Distribution, Direction 0, Load Case A I t General Beam �Properties .777 7, T T71 Elastic Modulus 29,000.0 ksi Span #1 Span Length = 2.90 ft Area = 10.0 in'12 Moment of Inertia = -100.0 inA4. Span #2 Span Length = 7.50 ft Area = 10.0 inA2 -Moment of Inertia = -100.0 *in A4 Span #3 Span Length = 2.90 ft Area = 10.0 inA2 'Moment of Inertia .= 100.0 inA4 W(;V236) WLj0204) * W(;V2041 M-0.02369) D(0.003 V3) * D(V3) Q 0,003) • Span = 2.90 ft Span = 7.50 ft Span = 2.90 ft t 'Applied Loads' Service loads entered. Load Factor s will be applied for calculations. Load for Span Number I Uniform Load : D = 0.0030 k/ft, Tributary Width 1.0 ft, (DL) Uniform Load: W = -0.02040 k/ft, Tributary Width =1.0 ft,r (Wind, high side) Load for Span Number 2 Uniform Load: D = 0.0030 kilt, Tributary Width =1.0 ft, (DL) Urifform Load: W = -0*02040 kift, Extent = 0.0 - 3.750 ft, Tributary Width 1.0 ft, (Wind, high side) Uniform Load: W = -0.02360 kilt, Extent = 3.750 7.50 ft, Tributary Width = 1.0 ft, (Wind, Low Side) Load for Span Number 3 Uniform Load : D = 0.0030 kilt, Tributary Width =1.0 ft, (DL) Uniform Load : W = -0.02369 kilt, Extent= 0.0'->> 2.90 ft, Tributary Width =1.0 ft, (Wind, Low Side) DESIGN Maximum Bending 0.052 k -ft Maximum Shear= 0.04566 k Load Combination 40.60D+0.60W+0.60H Load Combination +0.60D+0.60W+0.60H Location of maximum on span 7.500ft Location of maximum on span 7.500 ft Span # where maximum occurs Span # 2 Span iwhere maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 4295326 Max Upward Total Deflection -0-000 in 1136083 Maximum.Forces & Stresses-G-ad-d-ombRa-0675s -Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Ornega Cb, Rm Va Max Vnx Vnx/Ornega Overall MAXimurn Envelope Dsgn. L = 2.90 ft 1 0.04 0.04 0.04 Dsgn. L = 7.50 ft 2 0.05 -0.03 0.05 0.05 Dsgn. L = 2.90 ft 3 0.05 0.05 0.04 +D+H Dsgn. L = 2.90 ft 1 k, -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 6, 0.01 Dsgn. L = 2.910 ft 3 -0.01 0.01 = 0.01 +D+L+H Dsgn. L = 2.90 ft 1 -0.01 0.01 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01,; 0.01 0.01 Dsgn. L = 2.90 ft 3 -0.01-1 0.01 0.01 +D+Lr+H 0 Dsgn. L = 2.90 ft 1 -0.01 0.01 0.6 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01�1 G Dsgn. L = 2.90 ft 3 -0.01" 0.01 K 01 +D+S+H - .Dsgn. L= 2.90 ft 1 -0.01 3 0.01 0 t 0 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0. Dsgn. L = 2.90 ft 3 0.01 +D+0.750Lr+0.750L+H Dsgn. L = 2.90 ft 1 -0.01 0.01 Dsgn. L = 7.50 ft 2 0.01- -0.01 0.01Y:'` + , �r 0.01' 4 7 Title Block Line 1 •~ • +�, ` r +Projoct Title: „ t «You can change this area Engineer: Project ID: Project Descr. -using the "Settings" menu item i! j _ - 1 ' i ry, U and then using the "Printing & , Title Block" selection. Title Block Line 6 y' Printed: 14 SEP 2015, 9:35AM " Ana SIS"`s 1st,"� +� , 'Y� * f Yom+` M ,.+ j'� +File=C:\UserslOwnerIDOCUME^1\ENERCA-11REVOLV^1.EC6 :General Beam, �/ .�++ .., s� }„ `' n'ENERCALC,INC:198372015, Build:6.15.7.30,Ver.6.15.7.30 r, Lic. #: KW -06009279 Licensee Applied Engineering Consultants, Inc Description : AO - Wind Load Distribution, Direction 0, Load Case A Load Combination Max Stress Ratios j Summary of Moment Values Summary of Shear Values " Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb - Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.90 ft 3 -0.01 0.01 . 0.01 +D+0.750L+0.750S+H " Dsgn. L = 2.90 ft 1 -0.01 0.01 -0.01 '` z• Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 " ' TM • • • ., i Dsgn. L = 2.90 k 3 F.. -0.01 0.01 0.01 ' ! +D+0.60W+H .. Dsgn. L = 2.90 ft 1 0.04 0.04 0.04 M ' Dsgn. L = 7.50 It 2 0.05 -0.03 0.05 0.04 . . k - Dsgn. L = 2.90 ft 3 ° 0.05 0.05 0.03 f +D+0.70E+H s Dsgn. L = 2.90 ft 1 t = -0.01.0.01 0.01 ;Y . Dsgn. L = 7.50 ft 2 - 0.01 -0.01 0.01 r 0.01 Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 +D+0.750 Lr+0.750L+0.450W+H Dsgn. L = 2.90 ft - 1 0.03 0.03 0.02 Dsgn. L = 7.50 ft 2 0.03 -0.02 0.03 0.03 Dsgn. L = 2.90 ft 3 r 0.03 0.03 0.02' +D+0.750L+0.750S+0.450W+H ,. j - Dsgn. L = 2.90 ft 1 y0.03 0.03 ..4 0.02 Dsgn. L = 7.50 ft 2 c 0.03 -0.02 0.03 0.03 Dsgn. L = 2.90 ft 3 0.03 t 9 < . ' 0.03 0.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.90 ft 1 -0.01 • 0.01 4 •- , 0.01 `' + Dsgn. L = 7.50 It 2 0.01 -0.01. 0.01 ' 0.01 Dsgn. L = 2.90 ft 3 -0.01 0.01 0.01 +0.60D+0.60W+0.60H Dsgn. L = 2.90 It 1 0.040.04 - ' ' ; ` '0.40 _ F Dsgn. L = 7.50 It 2 - 0.05 -0.03 0.05 •0.05 U Dsgn. L = 2.90 ft 3 • 0.05 - 0.05 _ 0.04 +0.60D+0.70E+0.60H w . Dsgn. L = 2.90 ft 1 -0.01 0.01 : ' 0.01 Dsgn. L = 7.50 ft 2 0.01 -0.01 0.01 0.01 ' 3' Dsgn. L = 2.90 ft 3 -0.01 ' 0.01 0.01 " O've�all Maximum Deflections.>, ,Y3 cam,, Load Combination Span ' Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span . 1 0.0000' 0.000 W Only -0.0000 0.000 - 2 0.0000 0.000 W Only ' _ -0.0002 3.797 3 -0.0000 0.000 W Only a • 70.0001 , 2.900 C,VertIC81 Rea IOnS . �.n , •^;: `?r `pia' v? isrx Support notation : Far left is #1 Values in KIPS Load Combination y Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.137 - -0.156 s' Overall MINimum 0.012 0.012 {• ,r +D+H 0.020 0.020 +D+L+H 0.020 0.020 i +D+Lr+H 0.020 0.020 " +D+S+H 0.020 0.020 +D+0.750Lr+0.750L+H 0.020 0.020 ^ ,. '. 4' +D+0.750L+0.750S+H ' 0.020 0.020 . -+D+0.60W+H -0.062 -0.074 , c ''rr., y • r. +D+0.70E+H 0.020 0.020 +D+0.750Lr+0.750L+0.450W+H -0.042 -0.050 , +D+0.750L+0.750S+0.450W+H -0.042 4.050 V '• fc = ' +D+0.750L+0.750S+0.5250E+H - 0.020 0.020' '� x r,•; r�cl1.,^',• +0.60D+0.60W+0.60H -0.070 -0.082 +0.60D+0.70E+0.60H 0.012 0.012 s. D Only - 0.020 , 0.020 ' Lr Only , ` rr L Only S Only W Only -0.137 -0.156 wl- F E Only H Only ' .. f 3 T KEY: (E) Existing (P) Proposed -'GreenSky GreenSky L�a=1171R =:Enlarged Diagram of Array 30'Fire Setback (P) 100' Electrical Trench (P) PV Sub Panel w/ 18" top cover (P) AC Disconnect priv_\N _ 0 (E) Septic/Leach Field R idence C ` J ` (E) Sub Panel �i O Q 0 (E) Sub Panel in fD Laundry Room x A�0Q Note: Array will be set 30 ft. from North Property line Property Line Scale: 1"= 298 Micro -Inverters are mounted' behind solar panels. L Property Line KEY: (E) Existing (P) Proposed v 0 M r 7 7 Dave & Allison Woods 20 Red Fox Court,'Chico, CA 95973 Home: (530) 230-7825 Cell: (530) 230-7836 15.68kW PV Solar Ground Mount (56) SolarWorld SW280 Mono Black (56) Enphase M250-60-2LL-S2x (240V) Inverter System Weight Distribution 3.0 lbs per ft2 Array: Azimuth2250 Tilt 230 AP N#: 047-440-036-000 t 0 W L 0 L U 4V8124115 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO COMPLANGE DAT€ 3_ _ One -Line Standard Electrical Diagram (Single Phase) Equipment Schedule Tag Description 1 Array 2 Micro -Inverters 3 Junction Box 4 New 125A PV Sub Panel 5 100A Disconnect 6 200A Sub Panel 7 400A Service Panel 8 Utility Meter One -Line Standard Electrical Diagram (Single Phase) TMW 7122115 KMV 7/21/15 Pee QL^R 3711 Meadow View Drive, Redding, CA 96002 (530) 410-6566 Customer Name: Cu Dave & Allison Woods Notes Greensky 12 SOOW Site Address: 20 Red Fox Court Chico, CA 95973 Home: (530) 230-7825 Cell: (530) 230-7836 APN#: 047-440-036-000 Cross Street: Wild Rose Cir Note: Eaton/Murray (sub) B 12or> Size of System DC(KW): 15.8kW EMT Design By: Tara M. Williams 3 1 (56) SolarWorld SW280 Mono Black 2 (56) Enphase M250 -60 -21.1. -52x -NA (240V) ®r1 r Note: Grounding as required by CEC 2013, NEC 2014, and per manufacturer UL requirements. Conduit and Conductor Schedule Tag Conductor Size # of Conductors Ground Size Conduit Type A 12 SOOW 4 x 3 12.or> Covered B 12or> 3 x 3 12or> EMT C 4 0 Alum 3 4 or > PVC Unspecified wire types are either USE -2, THHN, XLPE or Romex. Type used will comply with the current NEC & CEC Codes. 6 7 Existing Existing Existing House Ground Voltage Rise for M250@ 140Vac* 14 per branch VRise 2.46 Total 56 % 1.02 Current per branch 14.00A