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B15-1095 027-020-055
Carbon monoxide alarms required by Sections R315.1 and R315.2 shall be installed in the following locations: 1. Outside of each separate dwelling unit sleeping area in the immediate vicinity of the bedroom(s). _ 2. On every level of.a dwelling unit including basements. R315.1.5 Multiple -purpose alarms: Carbon monoxide alarms combined with smoke alarms shall comply with Section R315, all applicable standards, and requirements for listing and approval by the Office of the State Fire Marshal, for smoke alarms. Butte County's Interpretation of 2013 CRC, Sections 314 & 315 for Smoke Alarms & Carbon Monoxide Alarms: Where alterations, repairs or additions exceeding $1,000 in valuation, existing dwellings shall be retrofitted with smoke alarms and those that have attached garages or fuel -burning appliances shall have carbon monoxide alarms installed. Existing smoke alarms can be replaced with dual function alarms for Smoke and Carbon Monoxide and in most cases will comply with the aforementioned code requirements for Carbon Monoxide Alarms. DECLARATION OF INSTALLATION UNDER THE PENALTY OF PERJURY As Owner/Contractor, I/we affirm and declare under the penalty of perjury, under the laws of the State of California, by our signatures below as Owner/Contractor, that I/we will comply prior to final inspection with Items A & B as specified herein: A. Both Owner/Contractor have read and clearly understand the aforementioned 2010 California Residential Code (CRC) Carbon Monoxide Alarm requirements. B. Both Owner/Contractor are responsible for installing Carbon Monoxide Alarms prior to final inspection as per the aforementioned building code and maintaining such installation. Smoke Alarms will also be installed prior to final inspection as per the 2010 CRC. Smoke and Carbon Monoxide alarms are now installed in the ollgwin9 locat"ons: Owner's name (print): Owner's signature: // Date: a Contractor's name (print): _ ll 1Ci C om(,, CSLB License: RCI_;3?s rrAS YaX; AU' Contractor's signature: Date: Project Address: I ermit #Z 5— to 95 �ISNjO(P K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBI\DBI- 01_Declaration_for Smoke &_Carbon_Monoxide_Detectors REV'D_8.13.14_AKM.doc Page 2 of 2 _ Y a; � OI it i m n 4 O m o � A U o z V ' Contractor: Urban Design Solar Owner: Kurt Liegman 2300 Park Avenue, Ste. A UMMONSM #1 T" Family Way Chico, CA 95928 SIDUM 2 Oroville, CA 959(06 (530) 345-0005 APN: 07-020-055-000 License: 8 93 826 � ��� A 3 � � W n N -i m A 2 O N N < Z Z s 3 y Z �• R. � •" x o a; � OI it i m n 4 O m o � A U o z V ' Contractor: Urban Design Solar Owner: Kurt Liegman 2300 Park Avenue, Ste. A UMMONSM #1 T" Family Way Chico, CA 95928 SIDUM 2 Oroville, CA 959(06 (530) 345-0005 APN: 07-020-055-000 License: 8 93 826 � ��� A 3 � � W n N -i m A 2 O N N < Z Z s 3 y Z �• R. f =r FL �I Y " 'Su �1 I .F r� „IiLrtS lI �1• I II- I I I' Lr I. 7 I 1 rr' F L7- _ Y " L7- _ I 'Su �1 I L7- 'Su ' lI �1• I I 7 I 1 F ]J I T - r {1 -. JMi rl - 7 L ti i O EQUIPMENT SCHEDULE TAG ITEM PART NUMBER NOTES 1 SOLAR PV MODULE OPT270-60-4-1 BO SUNIVA 270 WATT MODULE, Voc 38.5, Vmp 31.2, Isc 9.15, Imp 8.68 2 INVERTER M250-60-2LL—S22 ENPHASE MICRO—INVERTER, 250W, 1.OA, 240VAC OUTPUT, ONE MODULE PER INVERTER WIRED DIRECTLY, 16 MAX PER OUTPUT CIRCUIT 1 GND TRUNK:CABLE ET10-240 ENPHASE TRUNK CABLE, 240VAC, 20A, THREE CONDUCTORS AND GROUND, ONE CONNECTOR PER INVERTER. 3 J -BOX THHN HWN-2 OUTDOOR J—BOX NEMA 3R 4 AC DISCONNECT AC NON—FUSED DISCONNECT, 30A, 24OVAC, LINE SIDE TO UTILITY 5 AC SUB PANEL AC SUB PANEL, 200A, 120/240VAC, 20A 2P TIE IN BREAKER 6 MAIN AC PANEL EXISTING MAIN AC SERVICE PANEL, 200A, 120/24OVAC, 125A FEEDER TO SUB PANEL. MAX PV FEED IS 16A 1 2 3 PV MODULES/ INVERTERS J -BOX (16 EA.) 1 s) UTILITY SERVICE 2 200A 20A 125A -- ------------- --- ------------ w ----------- ------------ AC ---------AC DISCONNECT SUB PANEL EXISTING MAIN SERVICE PANEL 2 .2 3 Q WIRE SCHEDULE TAG I WIRE TYPE 1 TC—ER, THHN/THWN, MTW, AWM JACKET W/3 COND., 1 GND EQUIP GND — BARE COPPER VGUAGEQTY. 1 GND 2 THHN HWN-2 3, 1 GND 3 THHN HWN-2 3, 1 GND ONE LINE ELECTRICAL DIAGRAM URBAN DESIGN GRID TIE SYSTEM 2300. PARK AVE STE A CHICO, CA 95936 JOB: DRAWN BY: BRAD BASSETT LIEGMAN DATE: 5-5-2015 REVISED BY: BRAD BASSETT DATE: 5-14-2015 NOT TO SCALE DRAWING # 1505057B1 REV. 2.0 � t +• may. .n - - - Solar PV Standard Plan - Simplified Central/String Inverter Systems for One- and Two -Family Dwellings Markings CEC Articles 690 and 705 and CRC Section 8331 require the following labels or markings be installed at these components of the photovoltaic system: WARNING O WARNING INVERTER OUTPUT CONNECTION; M DUAL POWER SOURCES DO NOT RELOCATE THISSECOND SOURCE IS PHOTOVOLTAIC SYSTEM RATED AC OUTPUT CURRENT- _AMPS AC OVERCURRENT DEVICE NORMAL OPERATING VOLTAGE —VOLTS S r . + CEC 705.12(D)(7) lNot required if panelboard is rated not CEC 690.54 &CEC 705.12(D)(4) less than sum of ampere ratings of all overcurrent devices supplying it] .; PV SYSTEM AC DISCONNECT ARATED AC OUTPUT CURRENT - _AMPS WARNING C AC NORMAL OPERATING VOLTAGE _VOLTS ELECTRIC SHOCK HAZARD. THE DC , CEC 690.54 CONDUCTORS OF THIS PHOTOVOLTAIC ' SYSTEM ARE UNGROUNDED AND MAY """"' "` BE ENERGIZED WARNING CEC 690.35(F) ELECTRIC SHOCK HAZARD, [Only required for ungrounded systemsl INVERTER, IF A GROUND FAULT IS INDICATED, NORMALLY GROUNDED CONDUCTORS r ° MAY BE UNGROUNDED AND ENERGIZED • + 4 4 ' c . .. c CEC690.5(C) lNormally already present n listed inverters) WARNING , CRC 8331.2 and CFC 605.11.1 I40 ELECTRIC SHOCK HAZARD [Marked on junction/combiner boxes I I op DO NOT TOUCH TERMINALS, and conduit every 10'l ' ` I TERMINALS ON BOTH LINE AND LOAD ` I I A - SIDES MAY BE ENERGIZED IN THE OPEN POSITION t r D ' CEC 690.17 ' J/BOX C j PV SYSTEM DC DISCONNECT ` RATED MAX POWER -POINT CURRENT= _ADC ' RATED MAX POWER -POINT VOLTAGE-_VDC SHORT CIRCUIT CURRENT- _ADC ` MAXIMUM SYSTEM VOLTAGE-_VDC CEC 690.53 Code Abbreviations: ` California Electrical Code (CEC) ` California Residential Code (CRC) _ California Fire Code (CFC) j Y Informational note: ANSI Z535.4 provides guidelines for the design of safety signs and labels for application to products. A phenolic t plaque with contrasting colors between the text and background would meet the intent of the code for permanency. No type size is specified, but 20 point (3/8") should be considered the minimum. CEC 705.12 requires a permanent plaque or directory denoting all electric power sourcesonor in the premises. ' California Solar Permitting Guidebook . w X "' $eries'�100 'J Rail Spans,per ASCE 7-10 Loads. Tilt^Angle 0 to 19 degrees for 6063 Alloy Rail AA no s'S ,F.Z S.'� t!:: • R �y,,,q � hmod, # r e •ir-1"P mo �tl Mean Roof Height 0 to 30 ft Rail Spans (in) Based'on Load Combinations Mr-ASCE'.7=10-Chapter:2o Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw Galues per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 A1l6wable'Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0.75(0.699 °.+'Or75(Lr or S or'R) 6b. D +'0.75L + 0.75(0.7E) + 0.75S 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only requiredht shaded spans where reduction is 24 'inches to a minimum of 32 inches. L ' ; NSSE 5022 Sunrise Boulevard Fair Oaks CA795628 (916) 536-9585 Page C13%+r of C64 �� Load Combinations 3,'5,6,-7 and Lag Bolt Tens4w Values 4= a Tilt Angle 04619 Degreesil++=, I I,, 1 ^ ' { Wind Loads . • Volt ; f110%- `.115F1 41210.3 :1125j 130' •.1351" •1140? '.1145' :150 A15Y A1"60 X1110". 180 190 1'S 5.16.9. - 18.4. 20.0: 2.1:6 , 23:3 !' 25.1 + 26.9. 28:8 °' 30:7 1 32:8 i 37:0 + 41.5 . _ 46.2 _. Pg .f,_. Ps 1-16.7 ! -11:7 + -12.7 i-13:8 .( 14'.9 i 46:1 '. -17:3 F -18.6 499 -2^1.2 -22:6 0 .,-.,0 116 110 104 99 95 91 87 83 80 77 75 70 65 62 10 . "s8_ 114' 110 104 '99 1 95 91 87 83 1 80 77 75" 70 65 62 3 20 = ;15 89 89 89 89-, 80 89 87 83 80 77 75 70 65 62 0 30 "23' ' " 75 ', 75 75' : 75 75 75 75 75 A 75 _75 75 70 65 62 3 40 31 66 66 , :'. 66 + ? 66 ?+ 66 ? 66 66 !. 66 66 _ 66 66 66 65 62 o 0 50' 39 _r 60 i) 60, a 66 1 1 60 1 ; '60 60 r 60 1.� 60 �. -� 60 1 } 60 1 ' 60 60 60 60 ., 60 46 ' ? 55 ` .' 55 ` ? 55 55 ; 155 55 55 5'5 55 55 : 55 1 55 55 55 70 ,: 54 51 :: 51 t 51 ' 51 51 51 :r 5"1 51 51 51 Sl y' 51 `' 51 i 51 80 62 48 ` = 4'8 48 a r 4'8 . 48 48 ? 48' = 48 48 48 ' 48 48 48 > 48_ 100 + '- 77 43 = 43 r 43 •" 43 43 - 43 43 43 = 43 43 43 ^` 43 43 43 +1 120 i " 92 40 : 40 i1!- 40 40 40 +1 40 t ' 40 : 40 - 40 40 1 ° 40 f 40 40 ' 40 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw Galues per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 A1l6wable'Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0.75(0.699 °.+'Or75(Lr or S or'R) 6b. D +'0.75L + 0.75(0.7E) + 0.75S 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only requiredht shaded spans where reduction is 24 'inches to a minimum of 32 inches. L ' ; NSSE 5022 Sunrise Boulevard Fair Oaks CA795628 (916) 536-9585 Page C13%+r of C64 �� �,�� Series(100 �> Rail Spans per ASCE 7-10 Loads .P Tilt IAn& 19 to 37 degrees for 6063 Alloy Rail dURt[1$jo'SecY% n )ti� ��IST:''�rt",fi:ss.l� _���.'es,r 3 .. ��'`;-s.�'Js��:� _�"7�.•;`:�i!�_; .1 At 1.1 11 1dk,hH 10031 Im') t Mean Roof Height 0 to 30 ft Rail Spans (in) Based on Load Combinations for ASCE 7-10 Cbapter.2 mo3 baoJ an I weR (W) erl<on? HaR Load Combinations 3, 5, 6; 7, and Lag Bolt Tension Values 11cE1 Tilt Angle 20 to 36 Degrees r}o'J fu(r, l . _ Wind Load :tU l:niW Vult t t' °;110' ;115 j,,120 ? .1125 C; 1130, .1135!! 11400, 11451 11501 1155" .:160' 1170. :180 190 #_9h 15.5 16.9 ? 18.4 20.0 ; 21.6 ; 23.3 ; 25.1 I: 26.9: 28.8 4'30.7 ! 32.8 ' 37.0 1 41.5 46.2 Pg•.1;•PS1,-7.0'_-7.6 .-8.3 ' 40 { -4.7 -10.5 f-11.3 -12.1 f-13.0 i-13.8'-14.7 r4.6 -18.7 1-20.8 0 0 120= 120 120 120 120 118 112 108 103 99 95 89 83 78 10 8 112 111 110 109 108 107 105 104 103 99 95 89 83 78 5 g 20 15 . 89 89 89 89 89 89 88 88 87 87 86 85 83 78 0 30 23 75 75 75 75 75 75 75 75 75 75 75 75 74 73 r "1 3 40 31 , 66 66 66 66 66 66 ) 66 f S 66 66 ; r 66 1 66 , 66 66 66 - 50 39 60 60 60 i i 60 +1, 60 ,1 } 60 i } 60 i 1 60 i i 60 +11 60 , 1 60 .) 60 i r 60 + 60 ' 60 46 ' 55 55 55 i 55 i 55 55 ' '. 55 5'5 ' 55 55 55't M i ? 55 i - 55 70 54 ?51 15-1 51 15'1 51-- X51 X51 ;51 '',51 51 :51 '_51 51 :'51 i' 80 : x 62 ; 48 48 48 . 48 ; 4 48 4 48 . A 48 1 48 r 48 , , 48 48 i �, 48 48 ' 14'8 ii 3 1001 s 77 il. 43 ; .r 43 43 ; 43 i i. 4'3 u : 43 i �• 43 i '- 4'3 i h 43 : 43 43 + '- 43 i ;> 43 ' 7 43 f{ 1. 120::92{+40i�407T70{,40ik401k40 40.a40ix401 ". '40i�40.i4Q1�40>40f1 1 Notes 1) Tables are based on critical rail spars for load combinations as specified in-, tai,.,, tj. chapter 2 of the ASCE 7-10 and lag bolt withdraw. values per the 2012 NDS..�„1i, i�ct u1 tnu 0 L•t , 32k :tti'�� 4 z: t+!}ut 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design.tl , '� 7 :4. rs.ts1-rt1A►�`,tti�tstu )1.a�� I� 1. D 2.D+L ]+Ci.1; 3. D +. (Lr or S or R) 4�:12tr�S fy ,5 4. D + 0.75L + 0.75(Lr or S or R) kit wcy tic, ' ""I .`s tl s t 1 L. 5. D + (0.6W or 0.75L) {fit' i-w';!AbA + {it 6a. D + 0.75L+ 0.75(0.699 ,+, 0.75(Lr or S or R) fi art 6b. D +'O. 75L +, 0.75(0.7E) +'0. 75S i, +W: i) • Q { 7. 0.6D+0.6W 114471 US it R. 8. 0.6D + 0.7E; S) + c1�1 •1. 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. AM t�j 3a NSSE Vj411 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 plIv pil Uilpa.s t1? Page 'C14!%*' of C64 N* Series ; 100 ± - yr4�c{ Rail Spans;per ASCE 7-10 Loads F i x?* `Tilt Angle 37'to 45 degrees for 6063 Alloy Rail ��8�1P6tB��j/Sx _ li14.4 .711 I+ •• Mean Roof Height 0 to 30 ft y Rail Spans (in) Based on Load Combinations-�f6i ASCE''7-1O`Chapter,2rr±:, ';A.i,. r =; i nil �,+�•;• Notes 1) Tables are based on critical rail span for load combinations as spec f ed in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per. the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2:4•Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0. 75(0.699 + 0.75(Lr or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.755 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 244nches-to a minimum of 32 -inches. NSSE 5022 Sunrise Boulevard Faii Oaks CA 95628 (916) 536=9585 Page "C' ]S % of C64 r ' Load Combinati6ns1,^5,:6, JAnd L'ag Bolt Tension Values" wflTilf+Angle 37- t6 45 Degrees;+-+ J 1 Wind Load$r.. , 1. Vult - .111'0", gl2'0� 'i115+ ^ -.tl25- �1130� :1351% :140 11454: �i150< �,'155�' 1160' : s170" � •180 190 9>;t• X15.5 '`.16.9'lk18.41-)- 20.0 > 21.6 '.23.3 '";25.1 `:526.9 °.28.8 ir36.7 ±132.8 1+37.0 ' 41.5 46.2 'pg. '}.Ps(i 'S -6.7' •--7i3 J---7:9:r•-8.6'i -9r3 `-10:0:'`-10.8 '-11.6 =12.4 -13.2 14:1 159 1=178 -199 0 ''.0 120 120 120 120 120 120 116 111 ` I06 102 9891 85 800° 10 ' - 8 '.1,12 ' +° 111 110 109 108,1 107 105. 104 ' 103 102 98 91 85 80 3 20 15 ' 89 . 89. P 89 89 89 89 88 88 87 87 86 85 83 80 c 30 23 75 75 ''.75 '' 75 75 75 75. " 75 75 75 75 75 14 73 3 40 31 + 66 66 -,1 66 1 66. ± 66 t 66 ± 66 . 1 66 4 66 66 r , 66 66 + 66 66 a 50 i : 39 ± .j 6-0 } ;a 6-0 1 60 1 60 ± 66 ' 60 fl) 60 s 66 ' ' 66 ' ' 66 60 ' 66 ' '' 60 = 6' ' 60 ? 46 ? 55 S5 '' S5 ' : 55 55 ' S5 '. 55 55 S5 55 ' '' S5 S5 ' S5 f 1 55 76 } 54 'r 51 5'1 r 51 t 5i ' 51 51 JA 51 a 51 51 t 5'1 51 z 51 51 " 51 80 62 s 48 48 48.'t 48 -9 48 i, 48 48 -T 48 48 z 48. 48.•1,.48 48 48 100 77 ' 43 43 ' '- 43 43 +" 43 , 43 ' = 43 - 43 - 43 43 - 43 43 43 ' ` 43 ' 120 a 92 (� 40 40 i 40 40 k> 40 40 40 r r. 40 ' '" 40 " i 40 40 40 ' ° 40 �' 40 Notes 1) Tables are based on critical rail span for load combinations as spec f ed in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per. the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2:4•Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0. 75(0.699 + 0.75(Lr or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.755 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 244nches-to a minimum of 32 -inches. NSSE 5022 Sunrise Boulevard Faii Oaks CA 95628 (916) 536=9585 Page "C' ]S % of C64 - Series.100 -� Rail Spans per ASCE 7-10 Loads.,, Tilt Angle 45 to 60 degrees for 6063 Alloy Rail s.1*; ,i'A to -f+ fa:. ',r Mean Roof Height 0 to 30 ft Rail Spans (in) Based on Load Combinations for ASCE 7-1OChapter, 2rffK) b.:o..1 qo (w afi ,nr! r u q;,14;R Notes 1) Tables are based on critical rail span for load combinations as specified in , l w 'i n r a u -i C',c chapter 2 of the ASCE 7-10 and lag bolt withdraw values per. the 2012 NDS., ° i 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. ti RI .'.. 1. D 2. D+ L t 3. D+(Lr orSorR) 4. D + 0. 75L + 0. 75(Lr or S or R) l x,�i4>."•1" ',''t: •+' �' 5. D+(0.6Wor0.75L) :3• i�, Ci. 6a. D'+ 0.75L+ 0.75(0.699 +, 0.75(Lr, or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.75S 7. 0.6D+0.61V 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches.: a1 . i ' . NSSE :•i 5022 Sunrise Boulevard Fair Oaks CA 95628 (91 536-9585 + +a Page : CI6! vr of C64 Load Combinations 3,5;6,-,7 and Lag Bolt Tension Values 44' Tilt Angles 46 to 60 Degrees � of t -:o I. Wind Load,: } Vult { 4 .110 1115 -120-r i 125 - • 130 • . 135 , ;140 .145 i , "150 . 1155 i 160 ' :110. 180 190 i (1h jt - 15.5 1 16.9 -18.4 20.0 216 -23.3 .25.1 -26.9 28.8 • 30.7 '32.8 37.0 .41:5 46.2 ,.. Pg. • Ps '-6.3 -6.9 -7.6 -8.2. .49 -9.6 •-10.3 '-11.0 -11.8 =12.6 -13.4 -15.2 •-17.0 '48.9 1 0 0 120 120 120 120 118 115 113 110 107 105 101 94 88 82 10 8 106 105 104 102 101 100 "98 97 96 94 93 90 -88 82 F _ 20 15 89 88 87 87 86 85 84 83 82 ` 82 81 79 77 76 ' c 30 23 75 75 75 ' 75 75 7- " 75 74 74 ' 73 72 71 70 69 ,- '� 40 31 ; 66 . 66 66 , 66 . 66 : 66 66 s 66 + 66 66 66 65 64 63 _ r ` 50 . , 39 60 , 60 : 60 60 60 60 + 60 1 60 t 60 60 60 , 60 . 60 '. 59 '46 60 55 55 55 55 55 55 55 55 S5 55 55 55 : 55 55 `� I 70 80 54 '. 62 51 48 51 51 48 48 l51 48 51 . 48 .. 51 48 51 48 . F51 >51 , 48 . ; 48 51 4'8 ;51 '• 48 51 48 'S1 'S1 4'8 i 48 -- l 100 : 77 43 43 . 43 43 43 43 43 43 43 43 43 r 43 43 43 ' 120 r 92 40 40 , ;. 40 40 , 40 . 40 : 40 ; 40 F, - 40 40 40 , 40 40 l' 404. Notes 1) Tables are based on critical rail span for load combinations as specified in , l w 'i n r a u -i C',c chapter 2 of the ASCE 7-10 and lag bolt withdraw values per. the 2012 NDS., ° i 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. ti RI .'.. 1. D 2. D+ L t 3. D+(Lr orSorR) 4. D + 0. 75L + 0. 75(Lr or S or R) l x,�i4>."•1" ',''t: •+' �' 5. D+(0.6Wor0.75L) :3• i�, Ci. 6a. D'+ 0.75L+ 0.75(0.699 +, 0.75(Lr, or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.75S 7. 0.6D+0.61V 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches.: a1 . i ' . NSSE :•i 5022 Sunrise Boulevard Fair Oaks CA 95628 (91 536-9585 + +a Page : CI6! vr of C64 J � .-- .-,Series,100,; I . 0 1i.. �� (j \ -�'d- ',Y aS .�.• Wind Design ASCE 7-10 Main Force,Resisting. System r. 6063'Alloy Rail i 1.1 lip Velocity Pressure 28.3.2 ASCE 7-10 %.- qh = 0.00256 kZ k�t kd V2 qar•}: .'� 'p... Tom' k�.- ���iOddt1i1t7C�t �y��� Mean Roof Height 30 to 60 ft Risk Category: II (Table 1.5-2) Wind Exposure Category C k, = 1.13 Velocity Pressure Exposure Coefficients (Table 26.8-1) KZ1 = 1.00 Topographic Factor (Fig. 26.8-1) Kd = 0.85 Wind. Directionality Factor (Table 26.6-1) Velocity Pressures Wind Speed 110 115. 120 125 130 135 140 145 150 155 160 170 180 190 qh 29.75 32.52 35.41 38.42 41:56 44.81 48.19 51.70 55.32 59.07 62.95 71.06 79.67 88.77 ASD (0.6W) 17.85 �,5121-24123.05 18.4 -0.69 24.93 '26.89 28.92 31.02 33.19 35.44 37:77 42.64 47.80 53.26 P = qh [ GCpf - GCpi qh = Velocity Pressure (psf) , GCpj : = +A-Intemal Pressure Coefficient GCpi = External Pressure Coefficient Notes /j GCpi equal_+ - 0.10 based on published data from the Solar America .Board for Codes and Standards. 2) Wind Exposure B and C covered in this document. 21/12 -60.0 - -- - •0.32- - - -0.41.... 0.40=-'- � -0.51�-=� T NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C17 p of C64 GC f Roof Zones Fig 28.4-1 ASCE 7-10 Pitch Slope Zone 2 Zone 3 Zone 2E Zone 3E 0/12 0.0 -0.69 -0.37 -1.07 -0.53 1/12 4.8 -0.69 -0.37 -1.07 -0.53 2/12 9.5 -0.69 -0.40 -1.07 -0.53 3/12 14.0 -0.69 -0.44 -1.07 -0.53 4/12 18.4 -0.69 -0.47 -1.07 -0.54 5/12 22.6 -0.45 -0.35 -0.72 -0.65 6/12 26.6 -0.10 -0.15 -0.19 -0.58 7/12 30.3 0.21 -0.43 0.27 -0.53 8/12 33.7 0.21 -0.43 0.27 -0.53 9/12 36.9 0.21 -0.43 0.27 -0.53 10/12 39.8 0.21 : -0.43 0.27 -0.53 11/12 42.5 0.21 -0.43 0.27 -0.53 12/12 45.0 0.21 -0.43 0.27 -0.53 Notes /j GCpi equal_+ - 0.10 based on published data from the Solar America .Board for Codes and Standards. 2) Wind Exposure B and C covered in this document. 21/12 -60.0 - -- - •0.32- - - -0.41.... 0.40=-'- � -0.51�-=� T NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C17 p of C64 Series 100 t S nciv�r c Wind Design ASCE 7-10 Main Force Resisting System PV 0untn S St@Yt' 6063 Alloy Rail ftN�+se- Mean Roof Height 30 to 60 ft Transverse QgrectIbi Oow ri s 400 Lmgitudina(Direction >•�` _ Zone Locations Main Force Resisting Systems ASCE 7-10 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C18 • : of C64 'r C Series, 100 Wind DesignASCEI ]IOCpTp6nent�,and,CladdingWatls�, h Ut 0 t 6063 AH' RailOY Mean Roof Height 30 to 60 ft Components and Cladding Low -Rise BufldijmgsASCE'j,7-1030.,4t qh Velocity, Pressde (psf) P GC' GCPi P GC Pi Internal Pressure Coefficient -GCP Extenial Pressure Coefficient GCI Walls (Fig. 30.4-1), Slope in Degrees Zone 4 Zone 5, Zone 4 & 5 0 tO 10 71-60 -1.27 0.91 L 10 tO 45 -1.10 4.39 -1.00 Notes 1) Roof slopes from 0 - to 45 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel 11 CO 10 500 40.7 ii.0 1 .10 20 50* 10D 2,00 500 1-00.0 (Q1)Out% '(44"(93)O8-6) 'RPM) Effedive.Wind.Area, ft 2 (M2 NSSE 5022 Sunrise Boulevard Fair Oak9 CA 95628 (916) 536-9585 -Page of C64 Series 100 4 nc N r�cl Wind Design ASCE 7-10 Components and Cladding Roof /, " 1 . „ So-... 0 to 7 degrees for 6063 Alloy Rail 1 PQUi1t,l;C� 'a7�/Stel'ttS'' Mean Roof Height 30 to 60 ft Components and Cladding Low -Rise Buildings ASCE 7-10 30.4-1 ' 1, P = GCGC qh = . Velocity Pressure (psf) GCP; = - +/ Internal Pressure Coefficient GCP = • External Pressure Coefficient 4�. 4� GC Roofs Fig. 30.4-2A Slope in Degrees Zone I Zone 2 Zone 3 Zone 1,2,3 0 tO 7 -0.99 -1.71 1 -2.59 0.29 Notes 1) Roof slopes from 0 ° to 45 ° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 'C20' of C64 I ��� i�ill�illlllllm'� r070 1 'I 1 1/ 11 11 I11 GC Roofs Fig. 30.4-2A Slope in Degrees Zone I Zone 2 Zone 3 Zone 1,2,3 0 tO 7 -0.99 -1.71 1 -2.59 0.29 Notes 1) Roof slopes from 0 ° to 45 ° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 'C20' of C64 va" Wind avl,11-110 § �. A, Components and Cladding Ik4of I p 7, 7 to 27 degrees for 6063 Alloy Rail , Mean Roof Height 30 to 60 ft 1( -.1.1 �. , ;i , !�ilr ".L' Components and Cladding Low' -Rise Building"i ASCE' 30AItti-I'l iF"` i't, * "VIPIA qh Nel6bity"Pies"su're (psf) P=qh[GCP-GCpil trx cPi V `Iritemal,krcssure Coefficient GC, R �,Exter7iaI!Prdssuie CoefficientP 'i 1 T�`-71777--- A LG) GCRoofs Fig. 30.4-2B I , Slope in Degrees -Zondj,! Zone 2 Zoni 3 :Ilk 7 to • 27 --0-89 4.64 '-2.53 Notes 1) Roof slopesfrom -O"to 45-' 2) Wind loading from 110 mph to 190 mph 3-s Gust. .3) Edge distance a =- 0.1 *'LDH -(Least Hordontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78'Wpanet, NSSE 5022 Sunrise Boulevird Faii Oaks CA�95628 (916) -536-9585,- "Page of C64 Series 100 S.nc IN racy Wind Design ASCE 7-10 Components and Cladding Roof 27 to 45 degrees for 6063 Alloy Rail -� _$►�/Sti'YiS` Mean Roof Height 30 to 60 ft Components and Cladding Low -Rise Buildings ASCE 7-10 30.41 P = qh [ GCp - GCpi ] qh = Velocity Pressure (psf) GCP; _ +/- Internal Pressure Coefficient GCP =, External Pressure Coefficient GC Roofs Fig. 30.4-2C Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 27 tO 45 -0.98 -1.18 -1.18 0.89 Notes 1) Roofslopesfrom 0" to 45" 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 ' LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel M . �1♦Ii♦®i�t♦� prTp'�p7t�i•t•�� _ , NSSE 1 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C22) ' of C64 Series -100. �l� t F� Seismic Design ASCE 7-10 Chapter 11 and 13 6063h � v' • "` dRY Alloy Rail w ':WO%�iii�4Bi� S/4eirr Mean Roof Height 30 to 60 ft ASCE 7-10 Seismic Design Section 13.6.9 Site Classification D -Default-"D" Seismic,Use.Group, 11=::%' -' Table 11.5-1 •RpT n, __ 2.5 • • <" Input from Table 13.6-1 ASCE 7-10 AP = - = 1 0 Input from Table 13.6-1 ASCE T-10 1 = 1.0 Input from Table 11.5-1 ASCE 740 Ss _ 3.0 Input from USGS Program S, 1 5 Input from USGS Program Fa = 1.0 Site Coefficient Table 11.4-1 F„ _ 'L5 Site Coefficient Table 11.4-2 S;,,S = 3.0 ASCE 7-10 Section 11.4.3 Sm, = 2.3 ASCE 7-10 Section 11.4.3 S6 " = 2.0 ASCE 7-10 Section 11.4.3 Sdi = 1.5 ASCE 7-10 Section 11.4.3 . z = 60.5. Height at point of Attachment (ft.) h = 60.0 Average Roof Height of Structure (ft.) FP — 0.97 Wp (Eq. 133.1) FP max = • 0.4 ap SDS Wp z 3.20 Wp�,p _ (1+2 ) FP min = 0.60 Wp R. h Use FP = 0.97 Wp (Eq. 13.3.2) Fp =1.6 SDS Ip Wp Max (E4.1333) Fp = 0.3 SDs Ip Wp Min Vertical Accelerations - 0.20 ( Sds) Wp Notes Based on an average deal load of 4 psf the anticipated maximum seismic load is approximately 4 psf with a vertical accelerations of 1.6 psf wind loads govern the design of the Pvsystem. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C23 of C64 11 1 Series 100 Snow Loads ASCE 7-10 Chapter 7 ; r 6063 Alloy Rail ASCE 7-10 Snow Loads Chapter 7 Pf=0.7CeCtIPg Ps= Cs Pr N rack. �:k• �.5... IN. :._ i � /' OLiI"tt alts 5�/Ster 5 Vii•,'_, Y.'. gq.�'s Mean Roof Height 30 to 60 ft Snow Load Chart Ground Snow Pg Flat Roof Pf i Sloped Roof PS Slope < 9/12 Sloped Roof P5. Slope 9/12 to 12/12 10 psf 8._ ; 8 8 20 psf 15 15 15 30 psf 23 ,. 23 23 40 psf ,,•31 31 31 50 psf 39 39 39 60 psf 46- , 46 46 70 psf 54 54 54 80 psf 62, ,, 62 62 100 psf 77 77 77 120 psf 92 92 92 ori on .on' .on'. on c f 12 12 f2 '12 12 Calculations for Snow Loads Chapter 7 r r� 37:S9 CQ = 1.00 Exposure Factor (Section 7.3. 1) t C, _ ! 1.10 Thermal Factor (Section 7.3.2) I = 1.00 Importance Factor (Section 7.3.3) 1 O."N r \' 'Alf Other:Surfaces; Unobstructed \ Slipper' °0. 30° 60" 90 Roof Slopt3 7-2b:.Gold :roofs' n lth. C,=1.1' NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 , . Page 04,,,f• of C64 Series -100 Rail Properties for 6063 Alloy Rail Rail Properties for Downward Loads Section Properties A = 0.63 int S = 0.34 in3 I = 0.46 in4 Stresses Fb = 15.2 ksi F„ _ 15.2 ksi E = 10000 ksi MauoW = 5.17 k -in VailoW = 6.38 k Rail Properties for Upward Loads Section Properties A = 0.41 int S = 0.25 in3 I = . 0.11 in4 Stresses Fb = 15.2 ksi F,, = 15.2 ksi E = 10000 ksi Mallow = 3.84 k -in VaiioW = 4.16 k Notes 1) Rail section properties determined from test data. 2) Rail test date performed per guidelines of chapter 17 of the 2012 IBC. 3) This report is using 6063 Alloy Rail Sj/5tS'm, S �44 Mean Roof Height 30 to 60 ft SnapNrack Standard Rail 6063 Alloy NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page b5,*' of C64 t tSeries;100f f� . Y k ncr�c PV panel Calculations &Component and Cladding Forces for .- �' r 6063 Alloy Rail PVNaI©iurtt:Mg System; ,� +r + r•,* t:? ttlr ul! too#1 n... dI PV Panel Calculations for 39" x 65" Panel Connections Panel Width Panel Length Panel Weight Panel Area + 11 Wind Loading - ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph Exposure CatC Edae Distance (a) 4 Ft V Component and Cladding Panel Dimension � Zone 2 �,.rZone 3 65" Long Panelrs I _ 39.0 in j 65.0 in ln& 3 70.4 # -774 J= (� = 17.6 + 11 Wind Loading - ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph Exposure CatC Edae Distance (a) 4 Ft V Component and Cladding Loading Zone l Zone 2 �,.rZone 3 Zone 2l _ Zone 3 Zones 1,2,&3 End Clamp -387)1 b r?c(-6524, °ot-1004 ln& 3 Int- Clamp -774 yr =1305 htd N/A 695 Max -26.48 -35.41 `-35.41 79.00 Min -87.88 -148.24 -228.13 14.58 1) Roof slopes from 0 ° to 45 z 2) Wind loadingfrom 110`mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 s LDH (Least Horizontal Dimension) I s Maximum Force at Mounting Bracket a Component and Cladding Loading Zone 1 Zone 2l _ Zone 3 Zones 1,2,&3 End Clamp -387)1 b r?c(-6524, °ot-1004 348 Int- Clamp -774 yr =1305 htd N/A 695 Mean Roof Height 30 to 60 ft -lxt:nj (i' LIfti;mll -17 rsaxY q'tt913nf1 L?, . _ 4 i Universal End Clamp i tll; l�t • :{ V Adjustable End Clamp -/ by ° 1) 4 brackets minimum per PV panel to rail connection 1) Only one corner of one PV panel maybe located in zone 3��, 3) Zone 2 may have multiple panels located in this zone ..,'�: aJ.!'nG,� t +t :» . s.3�wY. "4, :. ►+� l' t i ���� . _ �i !'. ,i..•. '-ii".{.1.;s�t't')"�� ., �'�. . f 1,.. 11..1.4, �. Mid Clamp 1 - mil Mid Clamp 2. �.:N t, 1..i') to NSSE ogm f 5022 Sunrise Boulevard Fav Oaks CA 95628 (916) 536-9585 :51 s atm./ tStR Page C26of C64 -Series. -100 a , . � PV pane_ I Calculations & Component and Cladding Forces for.: 6063 Alloy Rail " vs „a Mean Roof Height 30 to 60 ft Component and Cladding I Loading °; • PV Panel, Calculations for 39" z 78" Panel Connections 1 ° Panel Dimensions ' Zones 1,2,&3 78" Long Panels Panel Width = 39.0 in - Panel Length ' — 78.0 in Panel Weight = 84.5a # Panel Area 21.1 6' - 14.58 Wind Loading 834 ASCE.77-10 Component and Cladding Wind Speed 110 to 190 mph Exposure Cat. C Edge Distance (a) 4 Ft Component and Cladding I Loading °; • R ,Zone 1. Zone 2 • Zone 3 Zones 1,2,&3 Max 26.48 -35.41 • !-35.41 79.00 Min f-87.88 -148.24 L228.13 14.58 r•. 4.It-. [ , o Universal End Clamp.. 1) Roof slopes from 0" to 45' +i 2) Wind loading from 110 mph to 190 mph 3-s Gust. +3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) Adjustable End Clamp Maximum Force at Mounting Bracket Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 End Clamps 4641 -783 -1205 417 Int. Clamp -928 -1566 N/A 834 1) 4 brackets minimum per PV panel to rail connection 2) Only one corner of one PV panel maybe located in zone 3 3) Zone 2 may have multiple panels located in this zone X -Clamp Mid Clamp 1 Mid Clamp 2 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C27' of C64 ra Series:1r00,r,na 3 x A •t3�1 !'J �•�.' ,1 '4 iM.w � r1w� 1 : },.T4�f.�'F� Lag Bolt Design 2012 NDS for 6063 Alloy Rail PO�rl�lt%r'; S Stei'3IS': th` tis Fr+ ?� 1 k t,: ••l+ nL �t t Mean Roof Height 30 to 60 ft Lag Bolt Calculations for Roof Connection 65" long Panel, no '14T y "Qs- ) 1,)t-1.`1 M Bolt Connection to Roof Structure 2012 National Design Specifications 5116" Diameter Lag Bolt 2 1/2" min. embedment into framing member Allowable Tension = 258 Nin Embedment length = 1.81 in Duration of Load = 1.6 wind Allowable Tension hii'. 1Br747.2•#.j Allowable Uplift = 339.6 # 65" Long Panels Maximum Wind Uplift (psf) per Span Based On Lag Bolt V Span Zone 2 ,_41 res Zone 3 Zone 2E Zone 3E 11 2 ft 4 62.7 62.7 62.7 125.4 ' 4 ft 31.3 31.3 31.3 62.7 6 ft 1 20.9 20.9 •.11, ; !" 20.9 41.8 8 ft 1 15.7 bf, '.;1...15.7 . � -15.7 ►°'. 31.3 Lag Bolt Calculations for Roof Connection 78" long Panel . Bolt Connection to Roof Structure 2012 National Design Specifications 5/16" Diameter Lag Bolt 21/2" min. embedment into framing member Allowable Tension = 258 Nin Embedment length = 1.81 in Duration of Load = 1.6 wind Allowable Tension = 747.2 # Allowable Uplift;ri =gr039.6#. s _'+1;.1-uo ALLOWABLE UPLIFT VA FA M+ .75" 1 1.5" 1.25" ALLOWABLh TENSION STANDOFF OR LrFOOT BASE e!n,; t«c„ i , , i 1 78" Long Panels,,, ft Maximum Wind Uplift (psf) per Span Based On Lag Bolt •:, ,i, r .L- Span ---- D �1 +f --- Zone 2 »- ( •' it ---� Zone 3 �- ! --Zone 2E -+ ( -Zone 3E - - ...� 2 ft 52.2 52.2 "52.2 104.5 4 ft 26.1 '.' r x v, 26.1 •, . + 26.1 _-'52.2 6 ft 4 +17.4 ' ,�,r a -17.4'. , ' ,'34.8 • C Z•' 8 ft 13.1 13.1 13.1 26.1 �, •.C: 7F ,x . K ) r i, �,. _ . .. n1. V. •"', . h Notes 1) Only one corner of one PV panel may be located in zone NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 « ..� . r •Y r Page 'C28 ;if of C64 '-V'Siekies4.00, 1 5. r � Ceil; Rail Spans per ASCE. 7-10 Loads, P Tilt Angle 0 to 19 degrees for 6063 Alloy Rail) Mean Roof Height 30 to 60 ft, Rail Spans fin) Base'd on Load Corn.lJinatioiW,.W,ASCV7-10 Chaoter'02;yio t)4o)J =sip 01 (W' -p eli'vi(12 ;If."4 Notes j) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per,the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allo . wable Stress Design. 1. D 2. D+ L 3. D + (Lr or S or R) 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or O.75L) 6a. D + 0.75L+ 0. 75-(0.609 + 0.75(Lr. or S or R) 6b. D + 0.75L + 0.75(0.7E) +-0.75S 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. -4 NSSE '."! 5022 Sunrise Boulevard. Fair Oaks'CA:.95628 (916)1536-9585 Page , C29'. / of C64 Load Coirkbinatilihs 3,,15,(6,7'and Lag Bolt TeniionwValuis Cuil Tilt Angli O:tdn Degreesulnu, 11 1''i' I Wind Load tu.t Vult '11f,5-� 012'V 1111251 ''Ihi OI35( '114 1 :11551til6o? 4V 1 5k' 4150-7 1' '1 6'� 1190 190 W "e. 17.9 1. 0.5 w 21.2 t 23.1 24.9 -, 26.9 28.9 ' 31'.0 ' 3 2 35.4 37:8 42-6 1 47.8 53.3 PgPi;' '-Ii3 1-0.5 ;-14.71 .1-15.9 J-17.2 t -18:61-2:01-21:41-22.91-24:S26.`•1 1 -: •-2�A - -33.0 11-36.7 0 0 0 106 101 96 M 87 83 , 80 77 74 71' 69, 64 61,, 57 10 9, 106 101 96 91 81 83 80' 77 74 71 69 64 61 57 20 .15 89 89 •89 89 87 83 80 V 77- 74. 71 69,, 64 61 57' 0 36 B. 75 75 75 75 75 75 75 75 74 71 69 64 61 57 40 31 j- 66 A 66 11 66 66 '66 66 66, 66 66 66 64, 61, -51, 0 50 39 60 16 60 '60 60 60 ^ 60 60 60 60 60 6 60 60 57 60. 4� 55 5� 5 .5� 5� 5' 5� 5� 5 5� 55 55� 55 5 55 55 55 70 54 51 511 51 ?'51 51 51 51 '51 5-1 51 5i 51 5i' 51 '51 51 80 62 1.48 t 48 t- 48 -48 48 48 449 4 k'4 �8 '-48 48 8 48 48 '48 160, 77, : 43 43 43, 43 43 43 :1 43 43 4�3 1 43 43 43j' 43 I 43 1', 120 Tj 97j 40 46 46 46 40 40 46 46 46 46 --46 46 40 46 Notes j) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per,the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allo . wable Stress Design. 1. D 2. D+ L 3. D + (Lr or S or R) 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or O.75L) 6a. D + 0.75L+ 0. 75-(0.609 + 0.75(Lr. or S or R) 6b. D + 0.75L + 0.75(0.7E) +-0.75S 7. 0.6D + 0.6W 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. -4 NSSE '."! 5022 Sunrise Boulevard. Fair Oaks'CA:.95628 (916)1536-9585 Page , C29'. / of C64 o Serie�ss, 100� ��Rail Spans per ASCE 7-10 Loads 'Tilt An�1e 19 to 37 demrees for 6063 Alloy Rail 13 Or! ut UE td"lalilnriitutvlr Mean Roof Height. 30 to 60 ft Rail Spans (in) Based on Load Combinations for ASCE',7-10 Chapter 2m(0 bml no burs In!) rtt>yge 1101 Notes •.;i 1) Tables are based on critical rail span for load combinations as specified in, j tau,: it n d{n '-ip1 �u 1t1iYt ha t,x,h �+ wi'xlu� chapter 2 of the ASCE 7-10 and lag bolt withdraw,values per the 2012 NDS.-ari:. tl�si� �e1 E,t�s iit-; ;`;1.1.9(1(1• c ��StT�s tt', 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. +. • ,t? r nxs rnm4tl►c;�1#.aj) kan 3'„3a1� i 1. D 2. D + L 3. D+(Lr orSorR) iR,v�"n,•�u3 +i1 4. D + 0.75L + 0.75(Lr or S or R) 3: tia-z -'Kv >, iLZ' 0 + Att i1 } t3 .4 , 5. D + (0.6Wor 0. 75L) �1��.t1iuy1dfil ;i 6a. D + 0.75L+ 0.75(0.619 ,+, 0.75(Lr or S or R) .N\ 6b. D +. 0.75L +., 0.75(0.7E) +' 0.75S 3 , x7.0 o r t4 ;%Wt 7. 0.6D+0.6W , d17A # (113 %) i 8.0.6D+0.7Emn+t10:L' 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. -% %Ln -_ . w) id NSSE •: $tt15022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585r r ,q8 ooj;ft L =QU Page ;C30, fj of C64 Load Combinations 3, 5; 6; 7 and Lag Bolt Tension Values 1104 Tilt Angle 20 to 36 Degrees no') ltcn 1 Wind Load Ina 114-W4 Vult C 1110; 1115( ++120% ,1125( i130r .11351 .1140; f145( „4150 :1155( :il6W 070( <180 1 190 k 9h 1.4 , '. 17.9 19.5 � 21.2 F 23.1 � 24.9 ; 26.9 : 28.9 31.0: 33.2 4 35.4 - 37.8 t 42.6 1 47.8 53.3 Pg �}F.Ps1, -8.0 -8.8 C 46 1-10.4 1-11.2 ;-12.1 r-13.0 1-14.0 (-14.9 1716.0 '-17.0 1-19.2 --21.5 1-24.0 1 0 0 120 120 120 119 113 108 103 99 95 '91 88 82 77 72 10 8 110 109 108 107 106 104 103 99 1 95 91 88 82 77 72 1 g 20 15 89 89 89 89 89 88 8 7 86 86 85 84 82 77 72 .� 30 23 75 75 75 75 75 75 75 75 75 75 75 74 73 72 3 40 31 66 66 66 66 66 66 66 66 66 )'.66 . + 66 66 66 66 50 39 60 60 60 60 60 60 ; 60 s 60 : ; 60 i 60 ; 1 60 i 6 60 ' 60 60 46 55 55 55 >_ 55 ► 55 1t 55 - r 55 � 55 ' 55 t55 ? 55 t 55 r 55 1P 55 70 54 51 51 51 >51 a51 51 ?51 r51 i 51 t451 '51 P51 t51 i51 80 62 -48 48 » 48 p 48 . t 48 1 48 # 48 t, 48 : i 48 M 48 48 : c 48 ;, 48 ) 48 100 ;., 77 z 43 43 43 4 43 43 43 43 ;• 43 h 43 '43 ' 43 11, 43 1.43 ' C 43 rt 120 92 ; 40 : '. 40 ;. 40 ! 40 + k 40 40 F 40 P• 40 ]L 40 F 40 ;k 40 { r 40 + " 40 : N 40 # : f Notes •.;i 1) Tables are based on critical rail span for load combinations as specified in, j tau,: it n d{n '-ip1 �u 1t1iYt ha t,x,h �+ wi'xlu� chapter 2 of the ASCE 7-10 and lag bolt withdraw,values per the 2012 NDS.-ari:. tl�si� �e1 E,t�s iit-; ;`;1.1.9(1(1• c ��StT�s tt', 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. +. • ,t? r nxs rnm4tl►c;�1#.aj) kan 3'„3a1� i 1. D 2. D + L 3. D+(Lr orSorR) iR,v�"n,•�u3 +i1 4. D + 0.75L + 0.75(Lr or S or R) 3: tia-z -'Kv >, iLZ' 0 + Att i1 } t3 .4 , 5. D + (0.6Wor 0. 75L) �1��.t1iuy1dfil ;i 6a. D + 0.75L+ 0.75(0.619 ,+, 0.75(Lr or S or R) .N\ 6b. D +. 0.75L +., 0.75(0.7E) +' 0.75S 3 , x7.0 o r t4 ;%Wt 7. 0.6D+0.6W , d17A # (113 %) i 8.0.6D+0.7Emn+t10:L' 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. -% %Ln -_ . w) id NSSE •: $tt15022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585r r ,q8 ooj;ft L =QU Page ;C30, fj of C64 ." ► .r T,.Ser`ies1001 �1 x l S.n. r tc l Rail Spans per ASCE 7-10 Loads ! p�/y; hx¢ p ` 7Y��p g�x �` �t°" `1 *' 7. T71♦ A+...1.. 417'M AG d..:........: `0:.: CAC'2 A ll.... D..a i ;.: R'3 A �.�y` _�,f{iD f�.�.H;;$ .x i'i► .. �. its drsr,:.1 n, 'l Fl r Mean Roof Height 30 to 60 ft RailSpans(in) Based'on•Load Combinatioris�f6r•ASCE'7-lW,Chapter 2,tii ) i)Lt, ' Ofo !,,t t: r , n, r IA Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per, the 2012 NDS. s 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) { 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0. 75(0.699 + O'75(Lr or S or R) ' ; 6b. D +`0.75L + 0.75(0.7E) +"0.75S 7. 0.6D+0.6W ' 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches io'a minimum 6f32' inches. NSSE 5022 Sunrise Boulevard -Fair Oaks CA.95628 (916) 536-9585 " Page . C'31' r` of C64 sz� Load Combinations 3;5;6, ::7 and Lag Bolt Tension Yalues -t.+ti Tilt Angle 37 to 45 Degrees,sf..> " `ni • o Wind Load,,',,: 1 Vult ' '110.1 [ 1151J, 1120 r -? 125+ 11h; ;'65 ,� 414W_. i 145 � ' 150? 11551- -11602 11 i 180 190` _i 'M x11.9 .119.5''1.21.2 :.123:1 °24.9 '26.9428 .9 �1'�31.0 `33.2`35.4 "37:8'142.`6 147.8 _ 53.3 Pg' Ps l -_73 ' 18A `J,-9:1 ,1--9.9 1-10.7 .. -11"6 '-12:4 '-13.3 i1-14.3 '-15.2 1-16.2 ' 18 3 _20 6 1-22.21 0 0 120 120 •126 120 116 111 106 101 97 93 90 84 79 74 16 8 110 109 108 107 106 104 103 101 97 p 93 90' 84 79 74 3 26 15 89 89 89 '• 89 1 89 8"8 87 86 86 " 85 84 83 79 74 c 30 y 23 3 75'' i 75 75• : 75'. ` " 75 ' 75 1 75 75 : 75 ' 75 '75 74 73 72 3 46 :, a 31 ' r} 66 + ' 66 1 66 i 66 : 66 66 ► 66 ► 66 66 ' J 66 1 66 _+ ? 66 " 66 66 �, 50 39 r �' '60 1 P 60 t l 60 t s 60 •:: 60 ' 60 1 ,1 66 + .1 60 t ' 60 r 60 _� ' 60 60 ' 66 s 46 ' 55 ' 55 55 55 " 55 55 : 55 + ' 55 ` ' 55 ' "- 55 `' 55 ' "• 55 ' '- 55 55 ' 70 54 '' 51 1' 51 ' .5'1 5;1 ''. 511 51 :51 ':'51 : 51 �' 5�1_'=-51,'' 5'1 '' 51_ 51- 86 62 48 = 48 > 48 1 ; 48 . ' 48 48 - 48 t 48 48 48 48 = 48 ' 48 ' 48 ' 1001 - 77 43 43 43 43 43 43 = 43 43 43 i 43 43 43 ' '^ 43 ' 43 120! • 92 40 40 ; r 40 ' '- 40 40 +40 1 = 40 4'0 + '- 40 ' 40 40 40 f 40 ' " 40 ° Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per, the 2012 NDS. s 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) { 4. D + 0. 75L + 0. 75(Lr or S or R) 5. D + (0.6W or 0.75L) 6a. D + 0.75L+ 0. 75(0.699 + O'75(Lr or S or R) ' ; 6b. D +`0.75L + 0.75(0.7E) +"0.75S 7. 0.6D+0.6W ' 8. 0.6D + 0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches io'a minimum 6f32' inches. NSSE 5022 Sunrise Boulevard -Fair Oaks CA.95628 (916) 536-9585 " Page . C'31' r` of C64 sz� Ser"ies,100 # Rail Spans per ASCE 7-10 Loads _ Tilt Angle 45 to 60 degrees for 6063 Alloy Rail 5n�c rc�xc k . RV4�our�th� Systems-; t2S! �„tl�Ft � � v�•1yrX 'R 4',}-7` �.` 11 tltl t t tli, 14:1611 loo31.arAt Mean Roof Height 30 to 60 ft Rail Spans (in) Based on Load Combinations for ASCE 7-10 Chapter;2tit0 hao,1-ao -b9zPf1 (tli) Phar{?, (InA Notes 1) Tables are based on critical rail span for load combinations as specified in 01iS ,k chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS.Avkjt,• t`k%tk X A kA.., UE •x' ;:i?.P 4aar M ; t,:tVt i 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design.n t .+i 3'.JZ1, tnss,t W,411 i; r 1. D t ` 2. D + L 3. D+ LrorSorR . t 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.75L) 14 C Q to tii{t,tti. t3 �, 6a. D + 0.75L+ 0.75(0.69) ,+ 0.75(Lr, or S or R) ti Ao 6b. D+0.75L +, 0.75(0.7E) +' 0.755 ;d � az" .0 + tt . 7. 0.6D + 0.69 11 d.0 +1^ t1 L 8. 0.6D+0.7E anti ni•0 k 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches.%.,wan NSSE nuq 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 P.! 311 .:i:? Page 02 ; of Cha : Load Combinations 3, 5, 6,':7 and Lag Bolt Tension Values, %loll Tilt Angles 46 to 60 Degrees nd, htw.3 i Wind Load hr,xj br1W Vult fi f110,: 1115n 1120a ,125[ 1130E 4135r !140E 114'5f,1115'0?, 1155( 1160,. 1170' 1180 190 9n. (�� :17.9' :19.5 '21.2 '23.1,'24.9. '26.9' :28.9 '31.0; ''33.2 ;35.4 .37.8' 142.6' 147.8 53.3 , -7.3 . -8'0 • -8.7 ' 45. :-10.2 '-11.0 i-11.9 1-12.7 '-13.6 •=14.5 -15.5 -11.51-19'.6 !-21.8 l 0 0 120 120 119 116 113 110 107 104 100 96 93 86 81 76 10 8 104 103 101 100 98 97 96 94 93 91 90 86 81 76 3 20 15 88 87 86 85 84 83 82 ; 81 < i 81 80 79 77 75 73 A 0 30 23 75 75 • 75 75 75 74 " 73 73 72 -1,72 : ' 71 ' ' 70 ' 68 67 i r .� 3 40 31 66 - ; 66 , y66 ,'66 , ! 66 1 6 ,) 66 )66 }66 +65 , y65 164 l63 C 62 1 ? i 50 ,39ay60,y6D{;601r601y60i)601>60ty60i;60ta'60tx6013'60;359+58, 60;>46; 55 X55;=55',55' 5'5 55;155'!55%'S5 '_551!!1 ii 55..'S5 541 70 54 X 51 X 51 51 ; 51 t 51 X 51 It 51 > 51 : 51 X 51 1 51 ! 51 51 ", 5'1 1 ; 80 x 62 : 48 y 48 48 : 48 48 , ': 48 jjh 48 , i 48 ; = 48 1 Y,48 -,49 i a 4'8 i 48 r 48 ?� 100 77 ; . 43 - b 43 : 43 x 43 43 . 43 . 43 , '. 43 • = 43 43 43 • 43 t '- 43 = ' 43 y' 1 120:; 92;.40;;,40;.401x40; X401=40i>40) 40'1 :40t``401A401>40t 40 404 :1 . Notes 1) Tables are based on critical rail span for load combinations as specified in 01iS ,k chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS.Avkjt,• t`k%tk X A kA.., UE •x' ;:i?.P 4aar M ; t,:tVt i 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design.n t .+i 3'.JZ1, tnss,t W,411 i; r 1. D t ` 2. D + L 3. D+ LrorSorR . t 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.75L) 14 C Q to tii{t,tti. t3 �, 6a. D + 0.75L+ 0.75(0.69) ,+ 0.75(Lr, or S or R) ti Ao 6b. D+0.75L +, 0.75(0.7E) +' 0.755 ;d � az" .0 + tt . 7. 0.6D + 0.69 11 d.0 +1^ t1 L 8. 0.6D+0.7E anti ni•0 k 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches.%.,wan NSSE nuq 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 P.! 311 .:i:? Page 02 ; of Cha : 'SNAPNRACK SERIES 100 ON FLASHED L -FEET t. 1 Ea�, e ...�.4 •• FLASHED L=FEET ARE OPTIMIZED'FOR QUICK' Y AND ROBUST.INSTALLATION ON STANDARD COMPOSITION SHINGLE ROOF SURFACES FOR OTHER ROOF TYPES STANDOFFS ARE RECOMMENDED i' i '.`. �3 :... E a.`,( .. •L'C Zr �.,t •1J r6 �'} �L-' ROOF RAFTER TYR (ROOF ATTACHMENTS SHOULD ALWAYS BE EMBEDDED INTO ROOF RAFTERS OR STRUCTURAL MEMBERS SUCH AS STEEL PURLINS) REVISION: s. SNAPNRACK MODULE ATTACHMENT.HARDWARE SNAPNRACK STANDARD RAIL ROOF SHEATHING, UNDERLAYMENT, J AND ROOFING MATERIAL, TYP. ',.L:,'I i►:r ti SNAPNRACK FLASHED L -FOOT . . _I, ��� n n ���p MAINSTREAM ENERGY CORP. DESIGNER: G McPll,l SCALE: DNS PART NUMBER: DESCRIPTION:REV IUI�UVI Illf/UI' >n��E�•���a�G� SERIES 100 OVERVIEW, ON FLASHED,' C E�� DRAFTER: D Ryan S100 D01 r �n� DATE: L -FEET y NiU QlID� —" ' d °� APPROVED BY: 120113 ROOF SHEATHING, UNDERLAYMENT, - AND ROOFING MATERIAL, TYP. ROOF RAFTER TYP (ROOF ATTACHMENTS SHOULD ALWAYS BE EMBEDDED INTO ROOF RAFTERS OR STRUCTURAL MEMBERS SUCH AS STEEL PURLINS Yt-,v, � � I �. c } `.C?�' i •Lss: � �! L^ 1t' .. ' �yh:k i�'.:7�:': "'+ ."�..s i' i13:•,r.;:•�'Li.�t?S+t 2: 3t�''I~r iSC;::=_ 2{�t;L`!C?'? a.rr..� •+�+r"�i idrr`!f`!i [•,y.. F.+", :� .�_.' :' .a! i i .j . REVISION: i:w o.'5. < F y _-Ir* X SNAPNRACK MODULE ATTACHMENT HARDWARE SNAPNRACK STANDOFF WITH CONE FLASHING, TYP. * ' 4 MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters I SCALE: DNS PART NUMBER: I DESCRIPTION: REV DRAFTER: v S100 D02 SERIES -100 OVERVIEW, ON STANDOFFS we+auemame•r+x+mm axeam+ D Rya DATE: pw Kau no �"�. ��= � APPROVED BY: 120113 r - SNAPNRACK SERIES100 RACKING SYSTEMSHOWN MOUNTED ON STANDOFFS WITH UNIVERSAL END - CLAMPS SNAPNRACK MID CLAMP ASSEMBLY " X,2:75"• (TYP:) S.S. BOLT_ WITH SPLIT LOCK WASHER O a SNAPNRACK UNIVERSAL END CLAMP ASSEMBLY 0 v SNAPNRACK _ STANDARD * RAIL +, SNAPNRACK-STANDARD RAIL SPLICE INSERT SNAPNRACK STANDARD f RAIL SPLICE BASE ® �al/��.,. .�. S.S. BOLTS WITH ® SPLIT LOCK WASHERS 0 SNAPNRACK " (3 PER SPLICE) STANDOFF CLAMP " X 2" TYP` (OR 1.5") S.S. BOLT WITH SPLIT'LOCK WASHER �SNAPNRACK RUBBER RAIN COLLAR REVISION: NOTES: - STANDARD LAG BOLT SPEC ASSUMES 5/16" LAG BOLTS WITH.2.5" EMBEDMENT IN ROOF STRUCTURAL MEMBERS/RAFTERS -TORQUE ALL -a" HARDWARE TO THE FOLLOWING: SILVER,S.S.,10,16 FT -LBS - BLACk'S-.S 7 §T=LBS.' ,RAIL'CAN MOUNT'TO'EITHER 5IDE OF POST (UPSLOPE vs. DOWNSLOPE) -FOR UNEVEN ROOF SURFACES, USE UP TO TWO LEVELING SPACERS PER L FOOT OR STANDOFF. SEE DRAWING "STANDARD RAIL LEVELING" FOR DETAILS AND. LIMITATIONS GAPRAILS 0:1" 0.2"• FOR THERMAL D(PANSION ATSPLICES - SNAPNRACK STANDOFF SHAFT " LAG BOLT WITH WASHERI] (VARIOUS LENGTHS) o '® 1 ''ASSEMBLED SYSTEM (SOLAR -PANELS NOT SHOWN) ® SNAPNRACK STANDOFF BASE STANDARD 1 -HOLE 1 S.S. BOLT WITH SYSTEM SHOWN WITH STANDOFF MOUNTING X s; : fir'Lr ti~ • t �_ t*_= ,�. < ? SPLIT LOCK WASHER COMPATIBLE WITH ALL ROOF TYPES � USE FLASHED L FOOT FORTASTER INSTALLATION ON COMPOSITION SHINGLE ROOFS r MAINSTREAM ENERGY CORP. DESIGNER: G McPheetere SCALE: PART NUMBER: DESCRIPTION: REV nn^^ DNS,'' U u�l PCQ "�`�"E= ='®'G�" �" 5100 D03 SERIES 100 ASSEMBLY DETAILS UEC Y .Y o,o�(my6notm•FAa �j@p0}pl DRAFTER: D Ryon � ✓ APPROVED 8Y: DATE. 120113 f, . r�sa � �M �Qf �%�� �' �� �, ;'�.-�•�� SNAPNRACK SERIES 100 RACKING SYSTEM -.,.r • ; REVISION: SHOWN MOUNTED ON STANDOFFS SNAPNRACK WITH TOP MOUNT END CLAMP MID CLAMP ASSEMBLY = SNAPNRACK RAIL STANDARD " X 2.75" (TYP.) S.S. BOLT, '.' - i., -if , I'. {. . ,. WITH SPLIT LOCK WASHER NOTES: { - STANDARD LAG BOLT SPEC ASSUMES 5/16" LAG BOLTS WITH 2.5" EMBEDMENT IN ROOF STRUCTURAL MEMBERS/RAFTERS " X 2.75" (TYP.) ,. , - = , - TORQUE ALL j&" HARDWARE TO S.S. BOLT WITH SNAPNRACK STANDARD THE FOLLOWING:' SPLIT LOCK WASHER ® RAIL SPLICE INSERT - SILVER S.S. 10-16 FT -LBS - - BLACK S.S. 7-9 Fr -LBS, SNAPNRACK STANDARD RAIL CAN MOUNT TO EITHER SIDE RAIL SPLICE BASE OF POST (UPSLOPE vs. DOWNSLOPE) F m ® - FOR UNEVEN ROOF SURFACES, USE SNAPNRACK SELF ® UP TO TWO LEVELING SPACERS PER ADJUSTING END CLAMP ® m ®" X" S.S. BOLTS WIT}i L FOOT OR STANDOFF. SEE DRAWING (FITS ALL FRAMED qRo "STANDARD RAIL LEVELING" FOR MODULES 1.2" TO 2.25" 0 SPLIT LOCK WASHERS DETAILS AND LIMITATIONS THICK) ® (3 PER SPLICE) SNAPNRACK STANDOFF. i _ GAP- RAILS 0.1"-0.2" FOR SNAPNRACK, CLAMP 'THERMAL EXPANSION CHANNEL NUTS AT SPLICES X 2„ TYP. (OR 1.5) S.S. BOLT WITH SPLIT LOCK WASHER • ; SNAPNRACK RUBBER RAIN COLLAR All LAG BOLT SNAPNRACK STANDOFF SHAFT WITH WASHER (VARIOUS SIZES) t - �•-:1h'_��r.i,'�i".. per.. ' ASSEMBLED SYSTEM (SOLAR PANELS NOT SHOWN) SNAPNRACK STANDOFF BASE STANDARD 1 -HOLE " X 1" S.S. BOLT WITH SYSTEM SHOWN WITH STANDOFF MOUNTING SPLIT LOCK WASHER COMPATIBLE WITH ALL ROOF TYPES - USE FLASHED L FOOT FOR FASTER INSTALLATION ON COMPOSITION SHINGLE ROOFS MAINSTREAM ENERGY CORP. DESIGNER: G MCPl,,I,, SCALE: DNS PART NUMBER: DESCRIPTION: REV DRAFTER: D RyanSERIES 100 ASSEMBLY DETAILS TOP DATE: S100 D04 MOUNT END CLAMP F PV mou no 8yebm APPROVED BY: 120113 '.'SNAPNRACK SERIES'00'RACKING SYSTEM TYPICAL ROOF LAYOUT -NOTES: ' ." -'STANDARD LAG BOLT SPEC ASSUMES 5/16" -LAG BOLTS WITH 2.5" EMBEDMENT -IN ROOF STRUCTURAL MEMBERS/RAFTERS - TORQUE ALL-&" HARDWARE TO THE FOLLOWING: - SILVER S:S.'10-16 Fr -LBS - BLACK S.S. 7-9 FT -LBS RAIL CAN MOUNT TO EITHER SIDE OF POST (UPSLOPE vs. DOWNSLOPE) - FOR UNEVEN ROOF SURFACES, USE UP TO TWO LEVELING SPACERS PER L FOOT OR STANDOFF. SEE DRAWING STANDARD RAIL LEVELING' FOR DETAILS AND LIMITATIONS c / STANDOFFS °ARE,BOLTED L y INTO ROOF'RAFTERS OR STRUCTURAL MEMBER "RAIL SPAN" DISTANCE BETWEEN ROOF ATTACHMENTS REVISION: ROOF RAFTERS OR" / STRUCTURAL MEMBERS SNAPNRACK MODULE MID CLAMPS MODULE OVERHANG (NOT7O:EXCEED'_300/dT 1 OR=MANUFACTURER'S ' •RECOMMENDATIONS) MODULEOVERHANG L L "RAIL END OVERHANG" (NOT TO EXCEED-/ 34% OF ACCEPTABLE RAIL SPAN) (� MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE: DNS PART NUMBER: 'DESCRIPTION: REV DRAFTER: D Ryan ' S100 D05 SERIES 100 TYPICAL LAYOUT F DATE: py NM no �.. r : Z 120113 - = APPROVED BY: USE CARE DURING INSTALLATION TO ENSURE THAT THE SET SCREW IS ROUGHLY CENTERED BETWEEN THE TWO PIECES BEING JOINED ' DETAIL. A "SCALE -5:82 1X SNAPNRACK - 2X SNAPNRACK LEVELING REVISION: LEVELING SPACER ' SPACER - 1X -j"-18 X 1" LONG - 2X 1&"-18 X 1" LONG - SETSCREW� ❑ SETSCREW 10 - STANDARD SERIES 100 ATTACHMENTS FEATURE 3" OF VERTICAL ADJUSTABILITY ON r ALL MOUNTING POINTS WITH - THE USE OF 1" LEVELING 10.5 SPACERS 9.57. - 5 8,5 THE FIRST INCH OF ADJUSTABILITY IS ACCOMPLISHED WITH SLIDING FEATURES BUILT INTO BOTH L FOOT AND STANDOFF CLAMP COMPONENTS RAIL HEIGHT =7.5" RAIL HEIGHT =8.5" RAIL HEIGHT =9.5" RAIL HEIGHT =10.5" FOR AN ADDITIONAL INCH OF ABOVE ROOF SURFACE ABOVE ROOF SURFACE ABOVE ROOF SURFACE ABOVE ROOF SURFACE HEIGHT ADJUSTMENT, ADD 7" STANDOFF 7" STANDOFF 7" STANDOFF 7" STANDOFF ONE LEVELING SPACER. USE PLUS ONE SPACER PLUS TWO SPACERS OF SINGLE LEVELING SPACER ON TOP OF STANDOFF ON TOP OF STANDOFF NOT TO EXCEED 30% OF ATTACHMENT POINTS ON L -FEET OR 10" STANDOFFS. FOR A SECOND ADDITIONAL INCH OF HEIGHT ADJUSTMENT; ADD'ANOTHER LEVELING SPACER. USE OF . _ 4 TWO LEVELING SPACERS NOT 'r' 6.4 TO EXCEED 10% OF �. f' -. • i, 4.4 5.4 i ATTACHMENT POINTS ON "�. 3.4 L -FEET OR 10" STANDOFFS. RAIL HEIGHT =3.4"PABOVE GHT =4.4" - ` RAIL HEIGHT =5.4" RAIL HEIGHT =6.4" ABOVE ROOF SURFACEOOF SURFACE ABOVE ROOF SURFACE ABOVE ROOF SURFACE ONE L FOOT OT ONE L FOOT ONE L FOOT PLUS ONE SPACER PLUS TWO SPACERS UNDER L FOOT UNDER L FOOT n p���p MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE: DNS PART NUMBER: DESCRIPTION: REV Illy\�IllUI/117- .t!"EROLN@BUfEAC•6W W49094 O. CA W01 U9li ��A ��m DRAFTER: D Ryan S100 D06 SERIES 100 RAIL LEVELING F u no symb� ��P :. � APPROVED BY: GATE: 120113 - 1X SNAPNRACK LEVELING SPACER, k, �USE,CARE DURING LONG SET SCREW INSTALLATION TO,ENSURE :THAT, THE SETSCREW IS. 'ROUGHLY CENTERED BETWEEN' ' THE•TWO PIECES'BEING JOINED` - 12.2 14.2 2 ,- , •.n � - fir, - - 2X SNAPNRACK REVISION: LEVELING SPACER b� • •4 - 2X -j"-18 X 1" LONG SETSCREW — STANDARD SERIES 100 ATTACHMENTS _J FEATURE 3" OF VERTICAL ADJUSTABILIIY ON ALL MOUNTING POINTS WITH THE USE OF 1" LEVELING SPACERS THE FIRST INCH OF ADJUSTABILITY IS ACCOMPLISHED; WITH SLIDINGFEATURES BUILT INM,BOTH L FOOTAND'STANDOFF CLAMP COMPONENTS:` FOR AN ADDITIONAL INCH OF HEIGHT . ADJUSTMENT;sADD ONE LEVELING SPACER. 15.2 USE OF:SINGLE:LEVELING•SPACER NOTM. EXCEED 30%,OF ATTACHMENT POINTS. FOR A SECONDAADDITIONAL .INCH OF HEIGHT ' ADJUSTMENT, ADD`ANOTHER°LEVELING. C SPACER'' USE'OF TWO`LEVELING-SPACERS NOT TO EXCEED -,10% OF ATTACHMENT POINTS. THE LIMITS'ABOVE APPLY WHEN YOU ARE AT THE MAXIMUM STANDOFF HEIGHT DEPENDING.ON THE STANDOFF BASE BEING BUSED.*FOR HD STANDOFFS ON HD STANDOFF BASES, THE MAXIMUM STANDOFF HEIGHT (BEFORE APPLYING THE LIMITATIONS ABOVE)JSJV. ° 2 .;RAIL HEIGHT =12.2" RAIL HEIGHT =13.2" RAIL HEIGHT =14.2" _.• TRAIL HEIGHT =15.2" '' s ABOVE ROOF SURFACE ABOVE ROOF SURFACE ABOVE ROOF SURFACE ABOVE ROOF SURFACE " + " "' ' ' ,• ,, ,12 -,.HD STANDOFF rr 12 HD STANDOFF 12" HD STANDOFF,a 12" HD STANDOFF ° _ ,.+ PLUS ONE SPACER ON, PLUS TWO SPACERS TOP OF STANDOFF ON TOP OF STANDOFF.t .`. i :S , V 1 1 l/`\\)1���.������I//��l���JJJ\)))�(/(�1IIn'rV�(l.-Y s •`'MAINSTREAM'ENERGY CORP. 1A�rAN4MEAO•bHIltlC140.G Wr00S1 DESIGNER: G McPheeters SCALE: DNS PART NUMBER: DESCRIPTION: SERIES 100 RAIL LEVELING HD REV C U\�11I�C/Y VY \. `lY I! E,@ :�•.rf• FCNE(�76]DY10.fA�(dgrllWDl DRAFTER: D Ryan S100 D07 r DATE: 120113 FV RACII�uYMWM-1 i W� �= M �� � :�� APPROVED BY: STANDOFF ' 4X:t -,t USE TILT KIT OPTION FOR INSTALLATIONS THAT REQUIRE MODULES TO BE TILTED ABOVE THE EXISTING ROOF SLOPE LOW TILT SYSTEM SHOWN IS DESIGNED FOR TILT ANGLES FROM 0 TO 15 DEGREES ABOVE ROOF SURFACE r!. NOTES: rt• USE OF ANTI -SEIZE ON TILT HARDWARE IS RECOMMENDED (PARTICULARLY FOR STAINLESS TO STAINLESS HARDWARE) TO PREVENT GALLING MAX. REAR STANOFF— HEIGHT: 18 INCHES SNAPNRACK STANDOFF CLAMP -j" X 1" (OR 1.25") S.S. BOLT WITH SPLIT LOCK WASHER . r , USE SHORTEST POSSIBLE FRONT STANDOFF TO MEET FLASHING REQUIREMENTS - TORQUE -j" HARDWARE TO THE FOLLOWING UNLESS OTHERWISE NOTED: - SILVER S.S. 10-16 FT -LBS - BLACK S.S. 7-9 FT -LBS - REFER TO ENGINEERING CHARTS FOR RAIL SPAN BASED ON MODULE TILT ANGLE, WIND SPEED, AND NOW LOAD - BACK SUPPORT "LEG" IS FABRICATED FROM A SCRAP OF RAIL. CALCULATE REQUIRED TILT LEG LENGTH. CUT RAIL AND DRILL TWO 4" HOLES AS SHOWN - FOR LOWER TILT APPLICATIONS SEE "SERIES 100 TILT KIT 0-15 DEG" - SNAPNRACK RAIL COVER CAN BE USED TO COVER CHANNEL IN REAR TILT LEG t. ���n n ��p MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE: I ', DNS i PART NUMBER: Ills\��1I IUU11P rmarnov+�euremo.ewwoo®a.ua.musn ms7amo,msiur�ma�w DRAFTER: D Ryan S100 D08 L�l®au n9QJ.. —°° APPROVED BY: DATE: 120113 REVISION: X 2" S.S. BOLT —_ WITH SPLIT LOCK WASHER SNAPNRACK ®® MID CLAMP ASSEMBLY 0 SNAPNRACK RAIL STANDARD �0 G7•\ 0 DESCRIPTION: . 1. SNAPNRACK CHANNEL NUT .. , SNAPNRACK L'FOOT ALL-PURPOSE' SDR L FOOT COMPOSITION; FLANGE NUT, USE ANTI -SEIZE_ rl'r COMPOUND TO PREVENT STAINLESS s: TO STAINLESS GALLING _ .'' r STANDOFF ASSEMBLY -(THIS CONFIGURATION ALSO COMPATIBLE WITH 'FLASHED L FOOT MOUNTING)` ' ' -i, SERIES 100 TILT KITS 0-15 DEG I REV F USE TILT KITOPTION FOR INSTALLATIONS THAT REQUIRE'G _ a ; REVISION: MODULES TO BE TILTED ABOVE THE EXISTING ROOF SLOPE,r- _ SYSTEM SHOWN IS DESIGNED FOR TILT ANGLES FROM '10 TO _ 45.DEGREES,ABOVER99FSURFACE;�: USE OF ANTI SEIZE`ON'=TILT HARDWARE IS RECOMMENDED, (PARTICULARLY FOR STAINLESS�TO STAINLES54HARDWARE), MAX LENGTH: 48" ?lune t..t . J�nc a :'; +,�•:, ?"'J'" _ WITH STANDARD z, , REFERTO S100,TKT SERIES 4.70JILT,KIT TOOL FOR A SIMPLE ENGINEERING q` its "'05-', r..V, - TOOL;THAT.,DRAMATICALLY'SIMPLIFIESTILT�K7,7vs t w,�; , �° ,.: a: r4'a i INSTALLATION. BY. SUPPORTING THE UPPER RAIL AHEAD OF CUT REAR TILT LEG FROM SCRAP MODULE,I_NST4l.ATION`• ` r ® OF STANDARD RAIL e6n %{FftSt7t.". J's'. It. w :' J'. -lti = • 4u `:�iY= Ci SNAPNRACK STANDARD SNAPNRACK RAIL ;... AL STANDARD SNAPNRACK MID CLAMP ASSEMBLY y " X t (ORL1") S.S. BOLT z WITH SPLIT LOCK WASHER SNAPNRACK CHANNEL SNAPNRACK L FOOT NUTS, TORQUE TO . ALL-PURPOSE OR, 10-16 FT -LBS WHEN L FOOT COMPOSITION USING,WEEBS. WHEN X 2 (OR 1.5) USING SNAPNRACK „ X 1, (OR 1.25) S.S. BOLT S.S. BOLT WITH" ® BONDING CHANNEL o WITH SPLIT LOCK WASHER SPLIT LOCK WASHER NUTS, TORQUE TO 14-16 FT -LBS. WEESS ARE NOT REQUIRED SNAPNRACK STANDOFF WITH BONDING CLAMP CHANNEL. NUTS. SNAPNRACK STANDOFF , NOTES: CLAMP i - TORQUE" HARDWARE TO THE FOLLOWING UNLESS OTHERWISE NOTED: < SNAPNRACK L FOOT ALL-PURPOSE - SILVERS.S. 40-16;FT=LBS ' �'xn'; 1 ! A, OR LTOOT:COMPOSITION -BLACKS.S.,7=9, T -LBS:.+.= £43t••ls.,x?tw ott.. ' s REFERTO,ENGINEERING'CHARTS FOR'RAIL'SPAN BASED ON MODULE TILT "FLANGE NUT ANGLE, WIND SPEED, AND NOW LOAD �%®" X 1" (OR 1.25") S.SBOLT - BACK SUPP,ORT;."LEG'L'iS?FABRICATED FROM A SCRAP OF RAIL. CALCULATE WITH SPS LOCK WASHER > REQUIRED TILT L.EG LENG_FH rCUT'RAIL AND DRILL TWO J" HOLES AS SHOWN x. {' ^" °" STANDOFF ASSEMBLY (THIS CONFIGURATION. - FOR LOWER TILT APPLICATIONS`SEE''SERIES 100 TILT KIT 0-15 DEG" ALSO COMPATIBLE WITH FLASHED L`FOOT MOUNTING - SNAPNRACK RAIL COVER CAN BE„USED TO COVER CHANNEL IN REAR TILT LEG - *, . +&wamb± MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE: DNSPART NUMBER: DESCRIPTION: REV ' DRAFTER: D Ryan 5100 D09 SERIES 100 TILT KITS 10-45 DEGpv wou APPROVED BY: DATE: 120113 e: 's,13vx USE TILT KIT OPTION FOR INSTALLATIONS THAT REQUIRE MODULES TO BE TILTED ABOVE THE EXISTING ROOF SLOPE. SYSTEM SHOWN IS DESIGNED FOR TILT " ANGLES FROM 10 TO 45 DEGREES t - q ; ABOVE ROOF. SURFACE ;, 't' .� ,.. _.v b 1' +1 A r USE OF ANTI -SEIZE ON TILT HARDWARE.,. - ':"e • C° • ' _ -"F i r IS RECOMMENDED (PARTICULARLY FOR • .STAINLESS TO STAINLESS HARDWARE) REFER TO 5100 TKT SERIES 170 TILT KIT TOOL FOR A SIMPLE TOOL THAT DRAMATICALLY SIMPLIFIES TILT KIT INSTALLATION BY SUPPORTING THE UPPER RAIL AHEAD OF MODULI: INSTALLATION + NOTES: I. ..f 4L2 MAX LENGTH: 48" WITH STANDARD. ENGINEERING I y O CUT REAR TILT LEG FROM SCRAP OF STANDARD.RAIL_ SNAPNRACK CHANNEL NUTS, TORQUE TO 10-16 FT -LBS WHEN USING WEEBS. WHEN USING SNAPNRACK BONDING CHANNEL NUTS, TORQUE TO 14-16 IFT-LBS. WEEBS ARE NOT REQUIRED WITH - TORQUE • HARDWARE TO THE FOLLOWING UNLESS OTHERWISE NOTED: BONDING CHANNEL NUTS. - SILVER S.S. 10-16 FT -LBS - BLACK S.S. 7-9 FT -LBS 1 E - REFER TO ENGINEERING CHARTS FOR RAIL SPAN BASED ON MODULE TILT ANGLE, WIND SPEED, AND SNOW LOAD ' "^'` .,• - BACK SUPPORT "LEG" IS FABRICATED FROM A SCRAP OF RAIL. CALCULATE REQUIRED TILT LEG,LENGTH. USE WEEB GROUNDING WASHERS AT JOINTS BETWEEN L -FEET AND SNAPNRACK STANDARD RAIL SCRAP, PIECE - FOR LOWER TILT APPLICATIONS SEE "SERIES •100 TILT KIT 0-15 DEG" - SNAPNRACK RAIL COVER CAN BE USED TO COVER CHANNEL IN REAR TILT LEG I SNAPNRACK RAIL STANDARD REVISION: SNAPNRACKL, "- MID CLAMP ASSEMBLY j f SNAPNRACK L -FOOT } ALL-PURPOSE OR L -FOOT COMPOSITION Kx.1 r1- •" X 1" (OR 1.25") S.S. BOLT WITH SPLIT LOCK WASHER ��� ^ n ���tt MAINSTREAM ENERGY CORP. DESIGNER: G McPheeters SCALE: _ DNS PART NUMBER: DESCRIPTION: REV IIJn\�`IJ� I�JI' - mom, ,.��.•e ,,,�•u�, m SERIES 100 TILT KITS 10-45 DEG WITH L "'���••^"�� � •DRAFTER: D Ryan S100 D10 F DATE: 120113 FOOT MOUNT PM 6OU 09QJq :m� APPROVED BY: USE TILT KIT OPTION FOR INSTALLATIONS REVISION: THAT REQUIRE MODULES TO BE TILTED - ABOVE THE EXISTING ROOF SLOPE - SYSTEM SHOWN IS DESIGNED FOR TILT ANGLES FROM 10 TO 45 DEGREES - -- .-- ABOVE ROOF SURFACE ON STANDING SEAM METAL ROOFS - MAX LENGTH: 48" WITH STANDARD SNAPNRACK USE OF ANTI -SEIZE ON TILT HARDWARE ENGINEERING RAIL STANDARD IS RECOMMENDED (PARTICULARLY FOR p; STAINLESS TO STAINLESS HARDWARE) th , REFER TO S 100 TKT SERIES 170 TILT KIT TOOL ° O FOR A SIMPLE TOOL THAT DRAMATICALLY SIMPLIFIES TILT KIf INSTALLATION'BY SNAPNRACK CHANNEL NUTS, SNAPNRACK SUPPORTING THE UPPER RAIL AHEAD OF TORQUE TO 10-16 FT -LBS WHEN CHANNEL NUT MODULE INSTALLATION USING WEEBS. WHEN USING SNAPNRACK BONDING CHANNEL O" X 1" (OR 1.25") S.S. BOLTS NUTS; TORQUE TO 14-16 FT -LBS. WITH SPLIT LOCK WASHERS WEEBS ARE NOT REQUIRED WITH o BONDING CHANNEL NUTS. CUT REAR TILT LEG FROM SCRAP NOTES: OF STANDARD RAIL SNAPNRACK SEAM CLAMP- - TORQUE ," HARDWARE TO THE WIDE OR STANDARD BASE i MID CLAMP _" i MID CLAMP ASSEMBLY FOLLOWING UNLESS OTHERWISE t�J NOTED: - SILVER S.S. 10-16 FT -LBS -BLACK S.S. E FT -LBS j - REFER TO ENGINEERING CHARTS FOR RAIL SPAN BASED ON MODULE" o FLANGE NUT -� TILT ANGLE, WIND SPEED, AND SNOW LOAD SNAPNRACK L FOOT ALL-PURPOSE - BACK SUPPORT "LEG" IS �` OR L FOOT COMPOSITION FABRICATED FROM A SCRAP OF X 1 S.S. BOLT RAIL. CALCULATE REQUIRED TILT 'CUT *DRILL WITH SPLIT LOCK WASHER LEG LENGTH. RAIL AND \� TWO J" HOLES AS SHOWN `SNAPNRACK SEAM CLAMP �FOR-LOWER TILT_ APPLICATIONS - - WIDE OR STANDARD BASE SEE "SERIES.100 TILT KIT 0-15 DEG" "" " S.S. BOLT T X 1 (OR 1.25) - SNAPNRACK RAIL COVER CAN BE WITH SPLIT LOCK WASHER USED TO COVER CHANNEL IN REAR TILT LEG n^ �U ��1SW MAINSTREAM ENERGY CORP. DESIGNER: G McPheetera SCALE: DNS PART NUMBER: DESCRIPTION: REV I11�1 d- maFnowro mrtcm. auwaos�au mw t4 0� °°a6m° s °"'��°" DRAFTER: D Ryan S100 D11 SERIES 100 TILT KITS DEG SEAM F pv leou _r w µ- � -- q APPROVED BY: DATE: 120113' MOUNT CLAMP MOUNT i • N T ,j4." , ,-Series,100, 1 f y -�. , �1 1, S �{ rc�c Ar Lag Bolt Design 2012 NDS for, 6063 Alloy Rail � t K 1 0 tic 611 )OUR Mean Roof Height 0 Lag Bolt Calculations for Roof Connection 65" longTanel: m; s ij,inrl r" i Bolt Connection to Roof Structure 2012 National Design Specifications 5116" Diameter Lag Bolt 2 112" min. embedment into framing member Allowable Tension = 258 Nin Embedment length = 1.81 in Duration of Load = 1.6 wind Allowable Tension ; f rl-jt,�747.2 #„i 62.7 62.7 Allowable Uplift = 339.6 # to 30 ft 65" Long Panels Maximum Wind Uplift (psf)'pei'Span Based On Lag Bolt Span Zone 2 Zone 3 Zone 2E Zone 3t- 2 ft 62.7 62.7 62.7 125.4 r 4 ft 31.3 31.3 31.3 62.7 6 ft 20.9 -20.9, , b :' 20.9 41.8 8 ft 15:7.1;x- 1,!,, 15.7. �, 1. 1(1-15.7 31.3 Lag Bolt Calculations for Roof Connection 78" long Panel Bolt Connection to Roof Structure 2012 National Design Specifications 5/16" Diameter Lag Bolt 21/2" min. embedment into framing member Allowable Tension Embedment length Duration of Load Allowable Tension Allowable Uplift r�1 ? JALOWAJ3LEL UPLIFT M+ 75" 1, 1.5" 1. 1.25" 258 Win 1.81 in . 1.6 wind 747.2 # =0;vT339.6 #,, • ► ALLOWABLE] TENSION y STANDOFF OR L -FOOT BASE .78, Long Panels .:. { Maximurn Wind Uplift (psf) per Span Based On Lag Bolt I FSpan-' - i - Zone 2- --Zone 3 - - -Zone 2E - --Zone 3E - 2 ft 52.2 52.2 • 52.2 104.5 4 ft 26.1 26.1 •. 26.I 52.2 6 f 17.4 17.4 1' X17:4 34.8 l 8 ft 13.1 13.1 1 13.1 26.1 Notes 1) Only one corner of one PV panel may be located in zone 3E a NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C 12 r of C64 N' r" o'', Series 100 1 ,c PV panel Calculations & Component and Cladding`Forces '^ .�. P'V=Mo, •Syst t���i�t mo 6063 Alloy Rail �.,. • - z ,-: z s Mean Roof Height 0 to 30 ft PV Panel Calculations for 39" x 78" Panel Connections nvi w, Panel Dimensions 78" Long Panels Panel Width ! _ _ 3_9.0 in ; Panel Length ' �T ` �. 78.0 in � w Panel Weight_ 1 =_ 84.5 # Panel Area - - --_ �^ 21.1 R4.. _ ._.. _ _ } _ Wind Loading_ AS_ C_E 740 Component and Cladding Wind Speed 110 to 190 mph Exposure Cat. C Edee Distance (a) 4 Ft Component and Cladding Loading -.Zone 1 Zone 2 i', , ' Zone 3 t' Zones Zone 2 Zone 3 1,2,&3 Max -22.96 :-30.71 x-30.71 :68.51 Min -76.21 128.56 t 197.85 ; 12.64 1) Roof slopes from 0' to 45 ° + 2) Wind _loadi_ng from 11_0 mph to 190 mph 3-s Gust.'_ 3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) Adjustable End Clamp r Universal End Clamp Maximum Force at Mounting Bracket Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 End Clamps -402 -679 -1045 362 Int. Clamp -805 -1358 N/A 724 1) 4 brackets minimum per PV panel to rail connection 2) Only one corner of one PV panel maybe located in zone 3 3) Zone 2 may have multiple panels located in this zone .,v X -Clamp 'Mid Clamp 1 + Mid Clamp 2 ` NSSE ' 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585'' t. - , . : • Page 61"/ of C64 1 .,, -, ,,=.t; Series 400 • -= � }5nx�� t.� jr�� PV panel Calculations & Component and Cladding Forces i �V#�/llountingSyst�rns . ` 6063 Alloy Rall c it t.+ 10 it )dw-Af IJUR nr .11 PV Panel Calculations for 39" x 65" Panel Connections Component and Cladding Panel Dimensions} ' .1 Zone l '1 r 65" Long Panels 1 Panel Width Zones 1, 2, & 3 _ { 39.0 in -22.96 -30.71 i Panel Length [ Min = 65.0 in Panel Weight 70.4 # Panel Area S + = 17.6 ft2 � 603 Wind Loading t1� 4 -Component ASCE f36 and Cladding b Wind Speed 110 to 190 mph Exposure Cat. - C Edge Distance (a) 4 Ft Component and Cladding Loading ' .1 Zone l Zone 2 !,'Zone 3 Zones 1, 2, & 3 Max -22.96 -30.71 -30.71 68.51 Min -76.21 -128.56' -197.85 12.64 1) Roof slopesfrom 0 ° to 45 ° y 2) Wind loading rom 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 ' LDH (Least Horizontal Dimension) Maximum Force at Mounting Bracket Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 End Clamp -33534 b nbv-566 :)t.• rm =871 302 1 Int. Clamp -671 r1;' 1132 iii 1 N/A 603 1) 4 brackets minimum per PV panel to rail connection 2) Only one corner of one PV panel maybe located in zone 3 3) Zone 2 may have multiple panels located in this zone . A Mean Roof Height 0 to 30 t+ ` Universal End Clamp ft , 1 7.1 SI F - 4 Adjustable End Clamp r X -Clamp Mid Clamp 1 Mid Clamp 2 NSSE 1 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 .. • • Page .CIV f of C64 k. � , "� x 4SeriesJ00n -rc, � r:� .,, a.:r, zr `i f ::Rail Properties for 6063'AlltiyRail' U1"9w�13C„�.5./St[�S;': '11 Ut ut: 0 riir€11,1 14w31 ucitf Mean Roof Height 0 to 30 ft Rail Properties for Downward Loadsl,r:ar: 'li;d "1t£ Y(ti3 ats(xitrtuait 'r Ist89 'fs1 Section Properties A = 0.63 int aa: {YYIt! i,tti:9 S _. 0.34 in' o A Vibi'•?a I 0.46 in4 td i r >►r1,Y it;►:>l C! Stresses 41 f•.u; trl t�fl'.�tx t •Fb = .15.2 ksi tt a. ,� €eoet F, yrt.f.1 htt:=In?-rrAnU 15.2 ksi E — 10000 ksi+► rat J.-.i,t, - t irz • t Mallow = 5.17 k -in ih;m 001 �_ , : ! ` f: f n " 1•tQ ti( Va►iow = 6.38 k Ratl Section r ct 7irec* + •iicis43'.:i.L�sinaw.wn..y.5�1:;_•r,�.r,yn.. .- +�•+�•ir. w.w'..:rl:+,.n,`.i.:ri Rail Properties for Upward Loads { F • , E ' , x� Section Properties A = 0.41 in ?t�N- S = 0.25 m is '. at rr�r . e,t ;a�+ ,i t• r 4 — I � 3:7� -:� •�rrrt:l>L;,f�O.11t,.t1 in, Ittlu� +tl.. .:'�;t. +:� F -•.1L:k:'-.Si` ,..� ^'f%`?k'?kt5>,:.... 47 i•�y.,. 4 ": Stresses rs F ' b 15.2 ksi_,:. 4;• ,.. s F„ 15:2 ksi' �-� E — 10000 �- ksi 1-.-:� -- ,. nt Mallow = 3.84 k -1n ;ip_ ! Snap rack Standard Railt� € yadj 44: Vauow = -4.16 k,� , 1. �s 6063 Alloy. ... ice_._ ._ i :rr.t'? lot • - •t. ii': 'ns:4ii,. ' •Y h� i:.:SSY:�•`i�%`C./71 C Att,1';Y'�.� ::"�}fC� � �t .. Notes a , _ .�, + ,t ui ' t3' •YY,:.t#.r:4t,,l�;L •.at'�rs'Y31:t:.�•X,•�'�ttt} t. 1) Rail section properties determined from test data. m V Stu rS 41 mxN ti 2) Rail test date performed per guidelines of chapter 17 of the 2012 IBC. 3) This report is using 6063 Alloy Rail ft i'D 7p at ..... �, if, NSSE ;iA5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 mt. 4-Nhl o,, o ff? Page .,C9 �f of C64 Series 1:00 Snow Loads ASCE 7-10 Chapter 7 6063 Alloy'Rail ASCE 7-10 Snow Loads Chapter 7 Pf= 0.7 Ce Ct I Pg Ps = Cs Pf Soz tx'n t Ar.; y ; �at ,r�` rick; Mean Roof Height 0 to 30 ft Snow LoadChart . Ground Snow Pg Flat Roof Pf - Sloped Roof Ps Slope'<.9/12 Sloped RooffiPs -: Slope 9/12 to 12/12 10 psf. : 8. 8: 8 20 .psf . ' ` 1.5 : 15 15 30 psf 23'- 23 23 40 psf 'a31 31' 31 50 psf .,39..:::; 39 39 60 psf ; - 46, 46 46 70 psf '54-'- 54. 54 80 psf ._,,,62 . 62 62 100 psf .,., 77'r ,:. 77. 77 120 psf 92 ' " ' • ' . < 92 92 Calculations for Snow Loads Chapter 7 Ce = 1.00 Exposure Factor (Section 7,3. 1) C' = 1.10 ' Mermal'Factor (Section 71 3.2) I = 1.00 Importance Factor (Section 7.3.3) ' 3' on on .qn ,on on 12 12 12"12' 12 10°\ \ 'All — Otli�er,Surfaces; Unobstructed \ - Slippery Surleces '0: .30° 60' gp Roof;Siope 7-2b::Cold.'roofs WJth Cr=1.1 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628"(916) 536-9585 • Page . +C8 r° of C64 Series 100 Seismic Design ASCE 7-10 Chapter 11 and 13 6063 Alloy Rail ASCE 7-10 Seismic Design Section 13.6.9 Site Classification D - Default "D" Seismic Use Group II Table 11.5-1 Rp = 2.5 Input from Table 13.6-1 ASCE 7-10 Ap = 1.0 Input from Table 13.6-1 ASCE 7-10 Ip = 1.0 Input from Table 11.5-1 ASCE 7-10 Ss = 3.0 Input from USGS Program Si = 1.5 Input from USGS Program F" = 1.0 Site Coefficient Table 11.4-1 F� = 1.5 Site Coefficient Table 11.4-2 sn, = 3.0 ASCE 7-10 Section 11.4.3 Sm, = 2.3 ASCE 7-10 Section 11.4.3 S, = 2.0 ASCE 7-10 Section 11.4.3 Sdi =• 1.5 ASCE 7-10 Section 11.4.3 z 30.5 Height at point of Attachment (ft.) h = 30.0 Average Roof Height of Structure (ft.) ifflo In: Mean Roof Height 0 to 30 ft Fp = 0.97 Wp (Eq. 13.3.1) Fp Max = 3.20 Wp FP _ 0.4 aP SDS WP 1+2 z Fp min R 0.60 Wph ) � _ � ) P Use Fp = 0.97 Wp (Eq. 133.2) Fp =1.6 SDs IP WP Max (Eq. 13.3.3) Fp = 0.3 SDs IP WP Min Vertical Accelerations 0.20 ( Sds) WP Notes 1) Based on an average deal load of 4 psf the anticipated maximum seismic load is approximately 4 psf with a vertical accelerations of 1.6 psf wind loads govern the design of the PV system. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C7 of C64 "C:,SedesA00;,�--.,ha, Y, .�slj r�cti Wind DesignASCE 7-10 Corn onents and Cladding R6oU F-' 27 to 45 degrees for 6063 Alloy Rail Y Mean Roof Height 0 to 30 ft Components and Cladding Low -Rise BuRdings. ASCE 7=10.30 4-I P = qh [ GC P - GCPI qh Velocity Pressime. (I)sf) Gcpi Coefficient GCp = -External Pressure Coefficient .. A:. T77M 2Q�o � NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C6 of C64 GC, Roofs Fig. 30.4-2C G9 is Slope in Degrees Zone I i6ne,2 Zone 3 Zone 1,2;3'� -IA .12 Roof I -1 2. 27 tO 45 -0.98 18.-1 .0.89 -411 -u _U V. -OA Notes 0. 1) Roof slopes from 0 0 to 45 0- - 4U 40A 2) Wind loading fr9m 110,mph!o 190 mph 3-s Gust. 4U 3 Edge distance a = 0.1 LDH (Least Horizontal Dimension) 4) Based on an area equal to the. maximum area of one la0 10 ..4p .§p lop 200 60010001. 39"x 78"PVpanel EffWfiW WWA ft 2 Mai 11. Y NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C6 of C64 Series 100 Wind Design ASCE 7-10 Components and Cladding Roof. a: - U 7 to 27 degrees for 6063 Alloy Rail -.. t Mean Roof Height 0 to 30 ft Components and Cladding Low -Rise Buildings ASCE 7-10 30.4-1 P =qn - 1 GCp GCP 9h = Velocity Pressure (psf) GCp; = +/- Internal Pressure Coefficient { GCp = External Pressure Coefficient GC Roofs Fig. 30.4-2B Slope in Degrees Zone I Zone 2 Zone 3 Zone 1,2,3 7 tO 27 -0.89 -1.64 .-2.53 0.48 Notes 1) Roof slopes from 0 ° to 45 ° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 * LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 - - Page C5 of C64 �M1600 hagnm:i.,im _ ]a Zqv M mom �t•MpZqmm® 11M,14"57; NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 - - Page C5 of C64 -Series:.1.00- Wind Design ASCE 7-10,J' Components and Cladding Roof":' ;k 'rte r #' rs� No," �"r = x. 0 tb 7 degrees for' 6063 Alloy Rail [� ' �M��ur6# ngO ys e, �- Mean Roof Height 0 to 30 ft Components and Cladding Low -Rise Buildings, ASCE 740 30.441 P = GC q,, = Velocity?Press&e (psf) qh P _ P1� o GCp;: = +/--Internal;Pressure Coefficient -.-GCP . _ External Pressure Coefficient 10.. 100 ' �isl�i•i ion oU . GC Roofs Fig. 30.4-2A Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 0 tO 7 -0.99 -1:71 -2.59 0.29 Notes 1) Roof slopes from 0' to 45 ° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 • LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area 6f one 39"x 78"PVpanel 4s iao i aoo"'_ _44 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585. Page ' C4?° i of C64 Series 100 r .. Sn rack� Wind Design ASCE 7-10 Components and Cladding -walls " i <° . } vi «:.� �'V=�fiour�ti Mems . 6063 Alloy Rail Mean Roof Height 0 to 30 ft Components and Cladding Low -Rise Buildings ASCE 7-10 30.41 P = r �P - �P1� qh = Velocity Pressure (psf) , t rri' ssi � +i GCP; _ . +/- Internal Pressure Coefficient GCP External Pressure Coefficient GC Walls (Fig. 30.4-1) Slope in Degrees Zone 4 Zone 5 Zone 4 & 5 0 to 10 -1.00 -1.27 0.91 10 tO 45 -1.10 -1.39 -1.00 Notes 1) Roof slopesfrom 0 ° to 45 ° 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a = 0.1 ' LDH (Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel 10 500 ,. S 1.6 : s. -1.4 •1.4 -1.2 j=_ 4 -0.8 42 0 8 -0a d 42 ♦� 4.4 40.8 «D.7 4 8 5'. +1,0 4:1.0 W +12 1 10 20 50 100 200 5001000 (0.1) (0:9) (1.9) (4.'0 0.3j (18.6) (;P.. - M Effective Wind Area, f2 (nit ) NSSE - 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C3'*,O of C64 Series 100 t i t"VULL', Wind Design ASCE 7-10 Main Force Resisting System 6063 AHOY Rail Mean Roof Height 0 to 30 ft u T117 °'' 6Lm' a Transverse DlreAtion C: - - C eMtrj 43 03 02 �-10 NSSE`- '- 5022SunfiseB6Wevard"FairOaks'CA`95628°(916)5369585' Page` `.C2 of " C64` Series 100 Wind Design ASCE 7-10 Main Force Resisting System 6063 Alloy Rail Velocity Pressure 28.3.2 ASCE 7-10 q,= qh = 0.00256 kZ k,,,t kd V2 Snc rack P d, 0l i"It _t Cj $tehm .. . Mean Roof Height 0 to 30 ft Risk Category: II (Table 1.5-2) Wind Exposure Category C kZ = 0.98 Velocity Pressure Exposure Coefficients (Table 26.8-1) K, = 1.00 Topographic Factor (Fig. 26.8-1) Kd = 0.85 Wind Directionality Factor (Table 26.6-1) Velocity Pressures Wind Speed 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 25.80 28.20 30.71 33.32 36.04 38.86 41.80 44.84 47.98 51.23 54.59 61.63 69.09 76.98 ASD (0.6W) 15.48 16.92 18.42 19.99 21.62 23.32 25.08 26.90 28.79 30.74 32.75 36.98 41.46 46.19 P = Qh [ GCpf - GCpi qh = Velocity Pressure (psf) GCpi = +/- Internal Pressure Coefficient GCpi = External Pressure Coefficient NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Notes 1) GCpi equal + - 0.10 based on published data from the Solar America Board for Codes and Standards. 2) Wind Exposure B and C covered in this document. Page C1 of C64 GC f Roof Zones Fig 28.4-1 ASCE 7-10 Pitch Slope Zone 2 Zone 3 Zone 2E Zone 3E 0/12 0.0 -0.69 -0.37 -1.07 -0.53 1/12 4.8 -0.69 -0.37 -1.07 -0.53 2/12 9.5 -0.69 -0.40 -1.07 -0.53 3/12 14.0 -0.69 -0.44 -1.07 -0.53 4/12 18.4 -0.69 -0.47 -1.07 -0.54 5/12 22.6 -0.45 -0.35 -0.72 -0.65 6/12 26.6 -0.10 -0.15 -0.19 -0.58 7/12 30.3 0.21 -0.43 0.27 -0.53 8/12 33.7 0.21 -0.43 0.27 -0.53 9/12 36.9 0.21 -0.43 0.27 -0.53 10/12 39.8 0.21 -0.43 0.27 -0.53 11/12 42.5 0.21 -0.43 F 0.27 -0.53 12/12 45.0 0.21 -0.43 0.27 -0.53 21/12 60.0 0.32 -0.41 1 0.40 --0.51- NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Notes 1) GCpi equal + - 0.10 based on published data from the Solar America Board for Codes and Standards. 2) Wind Exposure B and C covered in this document. Page C1 of C64 Series 100-,: 5 , _ .. S7 1a y,Nn�,1Ci'S� Structural Report and Calculations , r Please note that all sizes,, materials specifications, and weights:: have?been;_'provided-by SnapNrack..Installation must be in accordance with SnapNrack drawings as noted: Drawing Title °_ , ,Revision'",.', . "I kP ,.S1007001 E S100 -D02 ,, S 100-D03, 0 , S100 -D03 SI00-D05 .F. S 100-D06 F S100 -D07 Fl. S 100-D08 'T ' S 1007D09 F - . S 100-D 10 F S 100-D l l F ,,OPEN -D02, F,: PEN -D03 F PEN -D04 F PEN -D05 F,`;,, PEN -D06 F PEN -D07. , �; :.- ; , F :.. ..; PEN7008 _ F, TEN-D09,F PEN70,10 , . E PEN -D12 "ANDA o k r� r F Please see'Sii1apNrack plans forr limit's on the bolt parameters: Torque all 5/1`6" diameter hardware'as specified ih'SnapNrack's`plaiis (101!6 ft lbs';for Silver Stamless'Steel'and.7- a 9ft Abs for' black Staiuiless: Steel' unless otherwise noted)., All waterproofing,.roofing and drainage issues are the responsibility of SnapNrack's customer(s) otherwise known as the contractor(s) or the professional solar installer(s). Please let us know if you have any questions. Norman Scheel PE, SE. LEED-AP BD+C, LEED-AP Homes Fellow SEAOC Fellow A.S.C.E. NSSE . , , 5022 Sunrise Boulevard Fair:Oaks,CA 95628 (916)536-9585 Rev. 12/31/2013 Pa9e17 Series 100 Structural Report and Calculations Site — Specific Analysis nap ..:_rack:, INiG unt�o nc� cyst A site-specific analysis is required if the location of the solar panel installation corresponds to any of the following criteria: • The total pitch of the solar panel (solar panel pitch ,& roof pitch) is greater than 60 degrees above the horizontal. • A topographic factor applied to a location: Generally, topographic factors are applied when the structure is on a hill, mesa or bluff, or is adjacent to a large body of water. For complete descriptions of topographic factors, please refer to ASCE 7-10 section 26.8 • " The mean roof height -of the structure that the solar panels will be installed on is greater than 60 ft. above grade. • A combination of loads and/or site conditions applied that is not addressed in the attached rail span charts. If one or more -of these factors corresponds to the project location, please contact NSSE, and we will analyze the site conditions and recommend standoff spacing for each specific site. Existing Building Limitations This summary letter addresses the structural adequacy of the solar racking system only and does not investigate or validate the adequacy of the structure the racking system is being placed upon. It does not address the ability of the existing roofing or roof framing to support the new loads imposed upon them by the new system, nor does it address the new localized forces between the roofing and .the roof framing which might be imposed by the new standoff connections. It also does not address the additional lateral forces imposed upon the building due to the seismic and wind forces that the new system will add to the existing roof. These various building -specific issues need to be evaluated by the appropriate registered professional(s) prior to the addition of the photovoltaic and racking systems. NSSE may be consulted for - building -specific structural evaluation. NSSE" assumes the systems will be installed to the specifications presented here and the installer will use good structural judgment. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 16 Series raxk Structural Report and Calculations Summary Charts and Topographic Factors .. The I attached -pages: of this ° summary •contain 'some :of •the most common-_ ,building configurations ,with:,varying wind, speeds: These. charts serve, as ° quick ''references for looking: ug maximum rail spans " based, on the building and! site :conditions.- However, , it must ,,be: noted: that for, any building =where a. topographic; 1factor!.,is°"applied (e.gl*fills, mesas, seashore), the rail span lengths given might exceed -what: is allowed for the given site' condition. In that case, a registered structural engineer shall evaluate the. exact topographic conditions for the. specific site. End Zone. and "Edge Distances The, edge zones -and/or- end -zones, of -the ,roof area shall be determined>based on..the building's aeast horizontal dimension (LDH),., The: edge zone; "a";, is equal:to _10% ofthe LDH where.a =% I -*, LDH: Ithould be noted": that if :the solar panels' installed cross two different roof sections; the smaller L°DH.shall lie used: Rail. spans in .the corner 1.6tone 'shall be a maximum of 24 'inches and this'. restriction :will only applyrtoIthe rail attachments located:in.the- end and edge -zones (does,not.apply to modulus or rails that overhang into the zone). Furthermore, all edge zones requiring;.an adjustment (shaded cells in chart) shall be reduced by 24 inches to a minimum of 32 inches. Detail 1 roof end /edge and corner zones NSSE :. G: 5022 Sunrise Boulevarffair Oaks CA,95628 (916).536-0585 Rev. 12/31/2013 Page,15 Series 100 Structural Report and Calculations Rail Testing S nc.a, 'c 1�V IVto.Unt�:r�g Sy5t�Y1'i5_�- The aluminum rails have been designed in accordance with the 2010 Aluminum Design Manual (ADM) as referenced' in the IBC. Testing was conducted per the standards set forth by the IBC Section 1715; Preconstruciion Load Test. The results of this testing procedure were used in comparison with the calculated values to establish the maximum uplift load allowed for the rails. Racking Connections to the Existing Roof Contained within the calculation packet are calculationsfor the connection of the rails to the roof framing. Using the sizes provided by SnapNrack, we have calculated the maximum forces that will be resisted based on the withdrawal. value of the lag screws, and the strength of the aluminum components `which are involved in transferring these forces from the rail to the roof framing. These components -consist of the flashed L -foot (SnapNrack Drawing PEN-DO1), Standoff (PEN`D02, D03), Seam Clamp (PEN -D04), Corrugated Block (PEN -D05), Metal Roof Base (PEN -D09, D10, D11, D12) and Hanger Bolt (PEN -D06). All (6) options are acceptable under the, parameters shown in SnapNrack's plans. The results from, our analysis have been integrated into -the summary charts. The connection of the PV racking system to the roof will use a 5/16" diameter Lag Bolt installed with a minimum 2 '/2" embedment into the framing member. Bolts shall be installed to a rafter or blocking capable of supporting both wind and seismic loads along with the weight of the PV system. When PEN -D07 is involved, use minimum quantity 2 '/a-20 lag bolts with minimum 1.25" embedment. In addition, SnapNrack's Tile Roof Hooks (Drawing PEN -D13, D14) are also acceptable attachment components when the following limitations are followed: 1. tile roof hooks have been reviewed up to 120 mph, Design Wind Speed 2. rail span is limited to 6 feet with file roof hooks NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916)536-9585 Rev. 12/31/2013 Page 14 SD i0leries 10P y�rac-I • StructuralReport and Calculations ew.-iii,lie'..t%'� ®►13P9�IB�� 1ST r1li�' 31-60 ft. Roof Height 31-60 ft. Roof Height �- Table 16> Rail.Spans (in) for Roof Slopes and iTilt"Angles'37"ito 45F 6063 Alloy ,qW,,' MZ ',^1v: Q `i ,n, ,+•;b.r�l �fc3E,1 v Gl Mc e4,'.i';IETirr/S G9Qu`r' In a'.,�.f -i Table 1H' Rail Spans (in) for Roof Slopes and Tilt Angles 46` to 60` _6063 Alloy Wind Load - ' wind Load , Vult 3110' *415 :420! ,1'.125 130 1'135 '140.• ''145 150.4 4155. 160 "170: 180.. .190 -155. i qh'•17.9. -. 19.5 -21.2. =23.1.: 24.9, 126.9.. '289: ' 31.0.. _3 It- 35.4, '. 31.8 ''42.6. .47:8._ -53.3 '17:9= 19.5' -21.2' -23.1_ PB Ps •-7.7 -8.4' ,-9.11 .•-9.9 -10.71 r -1 1.6y -12.4 13.3j 4143' '=152 i=162 .=18.3 1-20.6 22.9 Gr -0 0 120 120 120 120 116 `ill 106 101 - 97 - 93 . 90 - 84 - 79 74 S 10 8' 110 109 108 107 106' 1 104 103 1 101 97 93 90 84 79 74 0 .20 15 89 89 89 89 89 88 87 c 86 86, 85 84 83 79 74 3 30 23 95 75 75 75 75 75 , 75 - -75.-,. -75 75 75 74 73 72 °a ..40 31 66 66 - 66 ' "66 66 . 66_•:.'•66 , 66 _.66 ; •`66. 1 Z66 I 66.x., 66 66 50 39. 60 . 60 .._.60 -r -60. 60_ ..60 -i . - 60 60.. .60 .60.. _ . 60 - -60 . .60 `- 60 63 60 46 55 554- __ 55 _ .-55 55 '. 55 - 55 _ . -55 .. 55 r - 55 ,t 55 ' 55 . . 55 55 55 l7 70 54 -51 i X51 51 51 - 51 -'51-.t .'51--i 51 ,- -514 - 51 51 51 . 51 51 '55 , -551- 80 48 a 48 t .--48 + -- 48 i 48 48 •- 48 48-- -48 48- - 48 r 48 48 48 70..54.. 16-' 1100' 4343 1 - 43 * --43 -43 43-1. -43 t - 43 43 43- - 43 1 43• -43:120 - 80- 40 40 _ -'40 i 40 40 40 40 40 40 40 40 40 40 40 31-60 ft. Roof Height �- ,qW,,' MZ ',^1v: Q `i ,n, ,+•;b.r�l �fc3E,1 v Gl Mc e4,'.i';IETirr/S G9Qu`r' In a'.,�.f -i Table 1H' Rail Spans (in) for Roof Slopes and Tilt Angles 46` to 60` _6063 Alloy - ' wind Load , Vulf"- '110 '115 "120" '•125' `130 135' 140- 145- 150 -155. 160. 170 180 .190 '17:9= 19.5' -21.2' -23.1_ 24.9` '26.9' 28:9` 31:0" -33.2 35.4" `37.8 '-42`.6, x47.8 53.3 - Pg-- -Ps- "-7.3- -8.0 "=8.7" -9.5' -10.2 V=11.0" I1.9 • 12.7 713.6 �-I4.5 -15.5W --17.5 -'-19.6 .-21.8 0• 0 120 120 119 116 113 110 167 104 100 •96 93 T 86 81 76 g 10 8 104 103 101 : 100 98 97 96 1 94 ^ 93 91 90 86 81 76 20 15' 88 87 86 85'. 84 - �- 83 r - 82,1-r.-81--' f 80 79 77' 75 73 3'. 30 23 75 - 75 _ -.-75. 75 75' 74- 73 7T 72 - 71 "'' 70'-' " 1 68' 67 40 31 -66 --66-- -66; 66 66 66 - -- 66 - 66' . 65 -' 65 "64 63 62 ` 50 `39' _ 60 w -60� ` 60' 60 - 60 - 60 60' 60' 60 60 60 ' 59 58 60' -46-1-55- - -55,- �-55 r- -` 55 �' _ '55 , -551- 55' 55 55 ' 55" 55 55 ; 55' S4 70..54.. --5151�- _ 51F 7.51 - -51' 51'- -'S1} 51'" '51L._ . .5 1,. 51' `-51 51 51 - 80- 92-.748- -"48 ;- - 48 - 48 -48- 48!- -48- 48.-' 48 48 48 ,48 48 100 t-43- 77" 4 43 - 43' ' ` 43' ' 43" 43^;. ' 43 43 43 43 43 i 43' 43 .120.92' ..4�_ _�� ao_.,_ dn_ dn: 40 40 1NSSE : ! - ' s -, ,}1 5022 Sunrise Boulevard Fair -Oaks CA 95628:(916),536-9585 Rev. 12/31/2013 Page -9 Series_100-,Snarf ! Structural Report and Calculations empitl.la?sP�V�MQlal'1irt1 S si Cris 31-60 ft. Roof Height 31-60 ft. Roof Height el�ta $tk17 .li;fa3-It Table 1F: Rail Spans (in) for Roof Slopes and Tilt Angles 20" to 36° 6063 Alloy viable 1E: Rail Spans (in) for. Roof Slopes and 7ilt'Angles 0°.to 197,s6063A/loy' .�• mm, 1,1+09. V%Xrt llrJ.:r1- 'd Wind Load .Wind Load --- - - ._ _ . --- -•-.._.__ Vult '110i - 115. r 120 . ,125 •130 .135 140. , 145 I '150 155' 160 170 •180 190 24.9 - 41, 17.9 19.5- 21.2 .23.1 24.9. : 26.9 28.9 4 3 1.0 . 63.2 35.4 37.8 42.6 47.8 153.3 Pg Ps -12.3' -13.5 -14.7 -15.9 -172 -18.6 -20.0 -21.4 -22.9. +-24.5f -26.1 -29.4 -33.0' -36.7 108 0 0 106 101 96 91 87 83 80 77 74 71 69 64 61 57 g 10 8 106 101 96 91 1 87 83 80 77 74 71 69 64 61 57 0 20 15 !, 89 89 89 89 87 83 80 77 74 71 69 64 61 57 3 30 23 75 75 75 75 75 75 75 75 74 71 69 64 61 57 rA 40 31 66 * 66 66 66 66 66 66 66 66 66 66 64 61 57 51 50 39 60 60', 60 '-"60 80 _ 62- -.48. '60 60 t 60 60 60 60 60 60 60 57 43 _ 60 1 46 55 "f - 55 -55 r 55 ' 55 - 55 '' S5 '' ' 55 t 55 S5 55 55 55 55 „70 40 . 54 ' 51-1 51 Sl 51 • -51 +' 51- 51" '"51 "51 `51 '' 51 51 51 51 80 62 48 --48-, -48 " --48 .48 48 48-. . -48 48 ' 48 ` -48 48 48 48 -100 71 43 -� 43 • 43 -43 -43 - - 43 P 43- 43 - 43 43 7 43 43 ' 43 ' 43 120 92 40- 40 -. 40 + 40 '. 40 _ 40 + -40-1 •- 40 4 -40 404- --404 40 40 40 31-60 ft. Roof Height el�ta $tk17 .li;fa3-It tNSSE , rl.. ± r*91 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page'$ Table 1F: Rail Spans (in) for Roof Slopes and Tilt Angles 20" to 36° 6063 Alloy - .�• mm, 1,1+09. V%Xrt llrJ.:r1- 'd .Wind Load --- - - ._ _ . --- -•-.._.__ _ Vult - -110 115 120- -125- ' 130 1'35 1'40 ' -145 -150- ' 155- 160- ' 170 -180 1190 ' -4n = -17.9 19.5- ' 21.2 - - 23'.1' 24.9 - �- 26.9 X28.9' -31.0- ' 33.2"35.4'• 37.8' -42.6 " 47.8 1 53.3 - ;,PgPs 8.0' 8.8 9.6 10.4 '-11.21 _.I2.1 -13.0 '-14.0 14.9' '46.0' -17.0 --19.2 21.5 -24.0 0 120 120 120 119 113 108 103 99 95 91 88 82 77 72 n� 10 8 1 110 109 108 107 106 104 103 99 95 91 88 82 77 72 0 20 15 89 89 89 -89 89- 88 87 86 86 85 84 82 77 72 3 30 23 75 ... -75 . - 75 . _ 75 _75- . 75- 75 + 75 75 --75 75 74 73 72 4031 - 66- - 66 66 .66- -66 66 r 66, 66 - 66- • - 66 - 66 66 66 66 c 60, . 60 - 60. .. 60 . 60 60 --60.. - 60 { 60 60 60- 60 60 60 50 39 , a s 60 •46 M. ..55 - 55 _ 55 55, 55 - 55 � • 55 i - 55; 55- --55 55 • 55 ' 55 70._,54 .51 51_ 51-- 51'.. 51 51- 514- •51Y 51 ...51 -51• -••51-- 151 - 51 80 _ 62- -.48. . 48 . .-48--- r 48 _+ 48 48 - 48 -48 t ... 48 - :-48 - --48 - 48 - . fi 48 48 100 77 43 _ 43 43 ... 43 43, . -'43 43 .43 -43, 43 43 - . -43- -43- 43 3 43 +s 1 1,120 1-92 40 40 -1.- 40 _ 40 .40 40 . 40 , _ 40 - _ 40 -- 40 - 40 1-40 tNSSE , rl.. ± r*91 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page'$ -17 -Series-10y0S -,in-a-p- s w� �Structural-Report and Calculationsp®iJlitlgS/St res ,0-30 ft. Roof Height zaifll,.€ Xi(M �;olit'. ,ON -+ .. _ - - --- --- - - - I .. 0-30 ft. -Roof Height 1 Table 1D: Rail Spans (in) for Roof Slopes and Tilt Angles 46° to 60746063 Alloy • st Of -J Iti".=,.4f "pf%jjA ' Table 1C: Rail Spans (in) for Roof Slopes and Tilt Angles 37° to 45° 6063 Alloy' Vu101t k1103 11,5 1120 ?725'' 130 *""13514 ' 140 ' l'145�` 150 �' 155 "160'' �.k170 '180:. Wind Load . M'-'-. '15.5" -16.9- `18.4" "20.0- 21.6' -23.3` 25.1 26.9. `v'C,j .eSI Vulf' 110 V �: li -r:.'4..'iC: ..moi... 115 120 '125 130 135 140 - ii YtiuJ ... �i..`- CS 145 150 155 160 A170 i 180 190 9n 15.5 16.9 18.4 20.0 21.6 23:31 ':25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 _k,f ,P Ps, r-6.7" - -7.3 -7.9 -8.6-9.3 0113 r-10.0 !-10.8 x-116 - �-124a ;,-13.2% -14.1" :-15.9 -17.8 1,-19.9 82 0 0-', 720 -120 120 120 120 120 116 111 106 102 98 91 85 80 88 82 :oz 89: 88�, ` 87r, _8Z- -86'_ 85-.. -84 •' 83, ` :;-82., . 82 • 81 79 77 S T 10 , 8' -11.2 - i f l r 110 109 108 107 105 104 103 102 98 91 85 ° 80 o'-20 15 89 � -90- -89 80-, 89 89 .88 8887 87 , 86 85 83, 80 3, 30 ' 23 .75 75,- 75 75 75 75 ' 75 75 75" 75 75 75 74 73 - • 4031 66 66 66 ' 66 66 66 66 66 66 66 " . '66 66- -66,"' 66 b 50'. 39 60' 60 .'60 " 60 60 60 60 60 60'- 60'"' 60' 60 , µ 60; ' 60 '60 46 55 55 1 55 1 55' 55 55 ` 55" 55 -55- ' 55 -55 55 .5 5 55 51 " 70 54 51 51 - -,51 -51 51' "51 t' ;-51 51 ;; 5f"� 51 'S1 51 - 51 51 48 ` 80 , 62 48 -48'" X48 '48' 48 ` ?;48 .>48 48' " ;4$- p -48"`. --48- ' -48 `48 48 43 1100: 77 -.43 _ _43F- •743j- -.43;_. .43. _r43- ._.43-_ ._43. --43- 43,.; 143 "' 43 - - 120. 92 40.1_ _ 401_.. 40 �_ _ -401- 40 40 . 401 q0 - -40 _ 40 _ _ 40 ` -40-1 ',.'40 40 -+ .. _ - - --- --- - - - I .. 0-30 ft. -Roof Height 1 .,r iNSSE r 1 ,,u .5022 Sunrise Boulevard Fair, Oaks.CA,95628;(916)536-9585 Rev. 12/31/2013 Page'7 Table 1D: Rail Spans (in) for Roof Slopes and Tilt Angles 46° to 60746063 Alloy • st Of -J Windt6d Vu101t k1103 11,5 1120 ?725'' 130 *""13514 ' 140 ' l'145�` 150 �' 155 "160'' �.k170 '180:. ]90 M'-'-. '15.5" -16.9- `18.4" "20.0- 21.6' -23.3` 25.1 26.9. '28.8' 30.7 -32.8 ''37.0 -41.5 46.2. ' 'Pi - PS -16.3- -6.9" --7.6'- ' 41"' --8.9 -9.6' ' -10.3 -11.0- 11:8 '-12.6 _-13.4! 15.2 7-17.e r-18.9 120 120 120 120 118 115 0113 110 107 105 101 94 q88 82 f fA 1 _ g _r4O � . g "-' =166 = =105 - -104 102 101 100 98 97 96 94 93 90 88 82 :oz 89: 88�, ` 87r, _8Z- -86'_ 85-.. -84 •' 83, ` :;-82., . 82 • 81 79 77 76 3 23 75 . 75 75, 75 75. 75 . "-75 74 . -.74 73 72 - -71 1:•70 ' ' 69 31 66 66 66 66 66 66 ' b6 66 66 _` '._.66 . 66 65 64 63 . 39 ._ 60 60 60 60 - _ 60 _ 60 66-- .60_ .60 60.:, 60 .-60 _ 66 . 59 46 53.,, _ 55_ 55 _55_ _ 55 55 _ 55 - 55...1.- 55 . -.55-., 55 - 55 55 55 '` 70 54 51''5151-`'51 51w`51 51 51 51 51 51 ^ 51'` 51' 51 80 ` .62( 48 ' ' 48t�43 1 48 48 ' 48 48 ' ' 48 48 48 48 ` 48 48 48 - 100 77' 43 - 43 43 43 43 43 43 43 43 -' ' 43 43 " 43'' 43 120 92 40 40 40 40 40 40 ' 40 40 : ' 40 40 40 -' ' 40 40 .,r iNSSE r 1 ,,u .5022 Sunrise Boulevard Fair, Oaks.CA,95628;(916)536-9585 Rev. 12/31/2013 Page'7 oi Series.-100>� n N. t: :nc rc�cl -:'.: �� T - ♦k Structural Report and Calculations rail;`t�rtl?1 PUF�MOU171�iCS,!/5£li'lS 6063 Alloy Rail Tables. 0-30 ft. Roof Height a1 U as; -t:' 1l0bi 'uaH :o► vtp 7i JIt1s.F� - - ~- Table 1A: Rail Spans (in) for Roof Slopes and Tilt Angles 0° to 19'+ x6063 Alloy; ,Table 1B Rail Spans (in) for Roof Slopes an �, r , e 3 .. +� • •. Wind Load + a.. 1 �+ Vult 110+ 115' _-.120 - -t125 - "°130 +135 ."140 145 150. '.155 160 170. 180. . 190 4n 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7..32.8. 155' - 37.0 1-413. J 46.2 180 Pg Ps -10.7 -11.7 -12.7 -13.8 -14.9 -16.1 -173' -18.6 -19.9 -21.2 -22.6 -25.5 -28.6 =-31.9 0 0 r 116 110 104 99 95 91 87 83 80 77 75 70 65 62 120 120 120 120 120 118 112 108 103 99 95 89 83 78 10 48 ' 112 g 10 8 114 1t0 104 99 95 91 87 83 80 77 75 70 65 62 c 20 15 89 89 89 89 89 89 87 83 80 77 75 70 65 62 75 75 _. 75 75 75 - 75 75 75 75 74 73 - 40, 31 66 66 66 66 66' 3 30 23 75. :75 75 75 75 75 75 75 75 75 75 70 65 62 0 = 60 60 66..- 60 60 66 66 66 66.. 66 66 66 66 66 65 62 55 .40. -31 55 .66 _ .66 .. 55 (7 . 70, 54 51 51 51 51 51 '51 51 51 e 50 39 60 _. 60 60_ _. 60 _ . 60 60 60. _ 60; 60 _ 60 60 60 60 60 48 60' . 46 . -55, 55 55 .r 55 55 .. __55. . - 55 i- 551. ..55 55 .- 55 55 55 55 --}.70.5.4 43 .51'_..51._...51....51. 43 43 _51 51. 51..-....51.,_51. 51.- -51f 51, 51- 51 • - 80 - . 62 48 -48 48 48 48 48. 484. w- 48 - -- 48 - 48 48 - 48- 48- - - 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 40 40 40 40 40 40 40 40 40 •'40 ' -46-1 '"-40" •'40 0-30 ft. Roof Height.+ .:., ':y.Gam; to' (r if -,j,;' 11t:31 :J.! 31erT NSSE i s' 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 6 ,Table 1B Rail Spans (in) for Roof Slopes an Tilt _d Angles 20'.f,5 36' '6063 Alloy_,_ Wind Load Vult - 110 115 120 "'1 Z5 130 135- '140 145' 150 155' '160' 170 180 ' 190 9n ` 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8' 30.7 32.8- 37.0 '41.5 ' 46.2 P9 Pg -7.0 -7.6 -8.3 -9.0 -9.7 -10.5 -11.3 -12.1 -13.0; --13.8a 44.7 46.6 -18.7 -20.8 0'- '-0- 120 120 120 120 120 118 112 108 103 99 95 89 83 78 10 48 ' 112 111 110 109 108 107 105 104 103 49 95 89 83 78 cba- 0 -20''15 89 89 -89 _ 89 - 89 89 88 88 87 87 86 85 83 78 _30- "23 -75 ' 75 75 75 75 _. 75 75 75 - 75 75 75 75 74 73 - 40, 31 66 66 66 66 66' x66 66 66 66 66 66 66 66 66 50 '39 60 60 60- 60 _60- 60 60 60 60 60 60 60 60 60 60 46 55 55 55 55 55 55 55 55 . 55 55 55 55 - s 55t 55 (7 . 70, 54 51 51 51 51 51 '51 51 51 51 51 51 51 51 1 51 80 62 48 48 48 48 48 48 48 48 48 48 48 48 48 48 100 77 43 43 43 43 43 43 43 43 43 43 43 43 43 43 120 92 40 1 40 40 40 40 40 40 40 40 40 40 40 40 40 NSSE i s' 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 6 ., tSeries_ 100xiyt°3�i or Structural Rept and Calculations pntii i:.f, ' g { oun lqq, S." Introduction IMAM? ) i cy " W i # This report describes, illustrates, and explains the Structural Calculation Packet for SnapNrack's`Series l00 )Mounting System, dated 4%12/2012. The calculations have been performed in accordance with the 2012 International Building Code (IBC). -IThe,. racking system has' been designed to withstand code -prescribed forces due to its own weight, the weight of the solar panels,, the snow loads, and both the wind and seismic forces:; Rail Spans 1.I�fRSiI>>.a��° x;atr.t�1! lZa vtts4l,a�+Y. This report covers two ;different matei ial options ,for; the, system rails IyAlthough they.;are both aluminum, one rail option uses a 6063 alloy (25 ksi yield) and;the;other,uses a 6005 alloy (35 ksi yield). t C `1 it/ ;, �,,,. •i, ,� _ / Despite having different yield strengths, both types of rails support the jPKpanels: As for 'the rails themselves, they are supported by mounting hardware which attaches -,them to the roof structure with spans that are expressed in inches. Refer to the tables below for rail spans under varying conditions of rail alloy and roof,height*- Shaded -cell srequire:an edge zone adjustment (see details°following charts). i„,O ;;�,, �;_ ., {%rt tj -I,•,l �• Notes for Tables 1A thru,2H r.,;; ,r, ;�; _:; � , : •3 ,,,,;i } ;,,.iE� ; 1. Determine the mean,roof height,.tilttangle, andwrailralloy ,(if, you are unsure, use the 6063 alloy values). For mean;roofrheights�less fthan-3Qlfeet; usePTable, IA/2A for tilt angles less than 19 degrees, Table lB/2B for tilt angles between 20 and 36 degrees, Table,IC/2C;£oritiltpangles between 37eand,45_degrees, and Table lD%2D for tilt angles between 46 and 60 degrees. For mean roof heights between 31 and 60 feet use Table -102E for, -tilt anglesiless�.than,+l9idegrees }tT4ble1Jf/2F;for;itilt angles between 20 and 36 degrees, Table lG/2G for tilt anglesabetweenR37 and 45 degrees, and TableJMH for tilt angles between�46,and:'6Qdegrees. 2. Determine the wind) and snow load forii the,l'project 1 site1ifrom the building department. Make certain to use 2012 IBC wind'Ioads,,,:Locateaheiwind load in the table across AppNrows and the snow load down the leftacolumnvto find corresponding maximum rail span. 3. For snow loads; column Pg equals the ground, snowll';itt;i, 4. Shaded cells require application of an edge.zone adjustment;(details,to follow). "%.' 1 � ._�. • ;•tit, .(� _.•>t.i. ,;:; 3'F:il J i!i; r ,. NSSE - +, - „1 5022.Sunrise Boulevard.F.air;Oaks,CA,95628;(916)i536-9585 Rev. 12/31/2013 Pii&3 I Series 100 Structural Report and Calculations w I�O,Ulrt:il_hC,� $.ystes: Table of Contents Section Page Cover Letter 1 Summary Report 2 to 17 Building Department Support Calculations Calculations 0 to 30 ft. Mean Roof Height (6063 Rail) C1 to C15 Wind Calculations Velocity Pressures & MFRS Cl Component and Cladding C3 Seismic Calculations C7 Snow Loads C8 Rail Properties C9 65" PV Panel Connection to Rail CIO 78" PV Panel Connection to Rail Cil Lag Bolt Connection to Roof C12 Rail Span Chart Tilt Angle 0-19 degrees C13 Rail Span Chart Tilt Angle 20-36 degrees C14 Rail Span Chart Tilt Angle 37-45 degrees C15 Rail Span Chart Tilt Angle 45-60 degrees C16 Building Department Support Calculations Calculations 31 to 60 ft. -Mean Roof Height (6063 Rail) C17 to C32 Wind Calculations Velocity Pressures & MFRS C17 Component and Cladding C19 Seismic Calculations C23 Snow Loads C24 Rail Properties C25 65" PV Panel Connection to Rail C26 78" PV Panel Connection to Rail C27 Lag Bolt Connection to Roof C28 Rail Span Chart Tilt Angle 0-19 degrees C29 Rail Span Chart Tilt Angle 20-36 degrees C30 Rail Span Chart Tilt Angle 37-45 degrees C31 Rail Span Chart Tilt Angle 45-60 degrees C32 NSSE 5022 SunriseBoulevard Fair Oaks.CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 3 Series 100 S -in Strucfural Report and Calculations i� i�OVt6'1Ip1� 5j/sei�r�s" Structural Report and Calculations _ Serie's�_:1.00 Roof Mount For u SnapNrack 775 Fiero Lane, Suite 200. ,San Luis Obispo; CA -93401 "Prepared By Norman Scheel Structural Engineer 5022 Sunrise Boulevard Fair Oaks, CA 95628 (916) 536-9585 January 1, 2014 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Rev. 12/31/2013 Page 2 Tuesday; December 3I, 2013 l " .' ; o r775 F ro Lane; Su>te'200" �A`1�C1 i t:t StKfi San Lu>s; Obispo, CA 93401: S'e, 'ev,,l° "Serres 100 Roof4Mount" Cover Letter .. Tb Whum It KNIC tr u c W.e haefperfonned calculaftons for the 1 U0 renes roof mount PU system based �: on` the ormahon poinded by <SnapNrack Included with ,this Tetter are the; report and calculations � 1Ne Td1d' tle`calculatlons m accordance with 'the 2012; IBC, ASCE201'.2tNDS, andguldehnes stated'in the Solar Arnenca Board for Codes and Standards Some of the components u1 Ali SnapNraekU test .dataewere used t0 determine the so22 suruse aha' act and section ro ertes of materials Wecollecfed the .test data ustn the Fair oaks, CA,9508 p tY p p , g (916) 536 9585 procedures outlined m>the 20.] 2 IBC Chapter 7 7., ,. .: ,'(916 —.536 0260:(faxfa We Included the following types^of load=combinations; andbu�lding.parameters' 1989 2013 - s x o-34 yearctojezCellenee ° anto our calculations ; ASCE �7,10 windd speedsgfirom J 10 mph ^to l"90 for B and ;C :exposure ' categones�r , • ASCE 57-10 SesmicDes� Cate o E gn g . ry • ASCE -4110 Snow'Loads up.to 120 psf ground snow>' , Norman Scheel; S E Buildings -1 4bean roof heights :up 40>60 foot, telt angles /roof pitches 1:EHD AvwD C.i !: sit _ < `bEED AP;,`FIomess .Fellow >SEAOr,! A ':Fellow SCE E mail no °sse:coin. +Rob C06n-'. Zen&A Manager' , .' '> E -mai[: ro6coon(a�nsse.coin . , ''Steven'Cooksey`- GAD Supernsort ;__ l .Jac lue Wimldw OlTice 141agagc: � i' <E=mail'�ackiennsse.com �; ' i .;. from 0 degrees to!60 degrees:, 1f there are any: further questions, pl'ease\contact Norm Sehee]' �.. . r s' Series>`100 PV acceptabl°e and' rid �:ealcul:ahons ::: r J r r s' Series>`100 PV acceptabl°e and' rid �:ealcul:ahons ::: r J' '➢➢ii'.. � M ' { - Ir , 0 ENGINEERING EXCELLENCE Built exclusively with Suniva's premium ARTisun Select cells, providing one of the highest power outputs per square meter at an affordable price • Suniva is a U.S.- based company spun out from the Georgia Tech University Center of Excellence in Photovoltaics; one of only two such research centers in the U.S. Suniva's state -of -the art manufacturing and module lab facilities feature the most advanced equipment and technology • QUALITY. & RELIABILITY t Suniva Optimus modules are manufactured and warranted to our specifications assuring consistent high performance and high quality. ve Rigorous in-house quality management tests beyond standard UL and IEC standards ■ Performance longevity with advanced polymer backsheet ■ Passed the most stringent salt spray tests based on IEC 61701 • Passed enhanced stress tests' based on IEC 61215 conducted at Fraunhofer ISE' Certified PID free by PV Evolution Labs (PVEL) • PAN files are independently validated AWA Sunivalr SUNIVA OPTIMUSO SERIES MONOCRYSTALLINE SOLAR MODULES IOPT SERIES: OPT 60 CELL MODULES (BLACK FRAME) Optimus® modules are known for their superior quality and long-term reliability. These high-powered modules consist of Suniva's premium ARTisun® Select cell technology and are designed and manufactured in the U.S.A. using our pioneering ion implantation technology. Suniva's high power -density Optimus modules provide excellent performance and value. FEATURES ' Contains premium ARTisun Select cell ti technology - over 19% U S A Wr Extensive materials testing and certifications safeguard reliability Marine grade aluminum frame with hard anodized coating Buy America -compliant upon request Qualifies for U.S. EXIM financing System and design services available ' Industry leading linear warranty: 10 year warranty on workmanship and materials; 25 year linear performance warranty delivering 80% power at STC CERTIFICATIONS OPTIMUS SERIES: OPT 60 CELL MODULES ELECTRICAL DATA (NOMINAL) The rated power may only vary by +/- 2.5Wp and all other electrical parameters by.* 5% The electrical data apply to standard test conditions (STC): Irradiance of 1000 W/m2 with AM 1.5 spectra at 25°C. CHARACTERISTIC DATA Type of Solar Cell High-elf,cicncy:ARTisun Select cells of] 56x 156. mm (61n.):." Frame Black anodized aluminum alloy Glass Tempered (low -iron), anti -reflective coating Junction Box NEMA IP67 rated; 3 internal bypass diodes Cable & Connectors 12 AWG (4 mm?) PV Wire cable with multiple connector options available; cable length approx. 1000 mm MECHANICALS Cells/ Module 60 (6 x ] 0) Module Dimensions 1652 x 982 mm (65.04 x 38.66 in.) Module Thickness (Depth) 40 mm (1.57 in.) Approximate Weight 17.9 +/- 0.25 kg. (39.5 +/- 0.5 Ib.) TEMPERATURE COEFFICIENTS Voltage; -0.335 Current a, Isc (%/°C) +0.047 Tower... ` y, Pmax (%/°C). -0.420 NOCT Avg (+/- 2 °C) 46.0 LIMITS Max. System Voltage 1000, VDC for IEC, 1000 VDC for.LIL Max Series Fuse Rating 15 Amps Operating Module Temperature 4WC to +85'C (-40°F to +185°F) Storm Resistance/Static Load Tested to IEC 61215 for loads of 5400 Pa (113 psf); hail and wind resistant Suniva® reserves the right to change the data at any time. View manual at suniva.com. 'UV 90 kWh, TC 400, DH 2000. =Tests were conducted on module type OPT 60 silver frame. Please read installation manual before installing or working with module. Product Modules I HEADQUARTERS per pallet I per _ Modules 5765 Peachtree Industrial Blvd., Suniva 1 Container Norcross, Georgia 30092 USA OPT - 60 cell 25 28 700 Tel: +l 4D4477 2700 (Silver and black) I www.suniva.com The Brilliance of Solar Made Sensibles It j L .�"V Tn�ha�cr se®Momverters Enp1hC(0_,.t;°M250 The. Enphase® M250 Microinverter delivers increased energy harvest and reduces design and installation complexity with" its. all=AG approach. With the M250; the DC circuit is' isolated and insulated from ground, so no Ground_ Electrode Conductor (GEC) is required fore microinverter. This further simplifies installation, enhances safety, and°saves on:labor and materials costs. The EnphaseM250 integrates seamlessly with the Engage® Cable, the Envoy® Communications Gateway", and Enlighten®, Enphase's monitoring and analysis software. PRODUCTIVE - Optimized for higher -power modules - Maximizes energy production - Minimizes impact of shading, dust, and debris Leen.phase® J1 E N E R G Y SIMPLE - No GEC needed for microinverter - No DC design or string calculation required - Easy installation with Engage Cable RELIABLE - 4th -generation product - More than 1 million hours of testing and millions of units shipped - Industry-leading warranty, up to 25 years SA® C us co®,M9�A-kAirrninccrtor // r,)ATA - t INPUT 4W(pp) M25.0,'-.60z"2LL-S22/S23/"S24 j- OWN M, xm DG voltage 48:V ...........rac . . . . . . . . ...... Operating 'range ngp n', Max,,,sta oltag M X, a b64horf',' circuitcurrent15 A-., U, T- P 0 T,, i 6ATA,. (4c) 296" .A KI, * , I M, - I'M Ii, -1 . . . . . . . . . . . .... -WIMMARMW Rated (continuous) output power.: .240 W, - Now M22,ni.,jAl,,qutpuVp,Jrr ir atind trial, ratiorijrt V. , _,, g. s . Nomin.al,voltAde/rande .208 V./,183-,'229 V 240'.V /;211.-264°V Urfi 1621077,;i57R Extended* JrO' '5 Hz; qyency-r. 5726�.' range' 57-:62.5 Hz Maximum L YHA Maximu EFFICIEN4 CEG weighs ME-hp StaticMPP' :MECHANP Communication' -d?'rpf§,r§riI&6 EN5053.0) -99.4 % Poin erlline Monitoring Free lifetime no mbnitonn—g Via"Enligh . t . en . sbftware Compliance --G, O'sPart'd 50a' Frequency ranges'can be extended beyond nominal if required by the utility To learn �ftre about Eh h" -eM roinverter-technol' P 'IS IC 09y, visit enphase.coim 0 2014 Enphase Energy. All rights reserved. AM trademarks or -.bran brands in this document are registered by their respective owner. t CC58 NONE= nternal)"'- 40°C to tWCL 0 5� il, . . . . . aY2 .au Outdoor - NEMA'6 �, � MAN k.I Com paUblewlth60ceIIPVmodules, Poin erlline Monitoring Free lifetime no mbnitonn—g Via"Enligh . t . en . sbftware Compliance --G, O'sPart'd 50a' Frequency ranges'can be extended beyond nominal if required by the utility To learn �ftre about Eh h" -eM roinverter-technol' P 'IS IC 09y, visit enphase.coim 0 2014 Enphase Energy. All rights reserved. AM trademarks or -.bran brands in this document are registered by their respective owner. t