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Specifications (3) 3 - /fFco S4 ('77' - LYVER ENGINEERING AND DESIGN 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax: 503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com Design for; NW Photon - American Family Insurance 11850 SW 67th Avenue Tigard, Oregon 97223 These calculations are for the design and detailing of adding new solar panel array to existing concrete tilt-up building at the site address above. The information contained is for the sole use of NW Photon to construct and install new Solar Panel Arrays. The design calculations in this submittal are for the verification of the supporting structure and the connections of the solar panels to the existing roof system and the individual connections of the components. All other work performed by others is outside the scope of this design. CT �OOD PRO ,t144 fr ` •. ( .N OyD. L� EXPIRES: 12-31-14 Job Number 13-338 October 25, 2013 ., i_ _ t--!7.--',-• - -t-- ---1 -J -1_ _.__1-_L_J_-I--;_1.-. _,_.L. _ L L J , _ - _. _ - _ _ -J .L. •••• • .11•11..11M Mill111111111111111111111411111111111111.1111111•11 • , ,; 11 t d' ' . • , .../ A4 , , .i_J _ ( J -_1. _ 1. - .- 1 , -- - '. --- -!- ' -: -- - r-- - - - + - !- .- +----4--;• --- if S y/� ..Yr�,�y1 J r -_;1 _-;: -; : : ,___,.. _. .; 4_4'.'' ...: : : '' -lot, 7 ;_lob r - ,n4F.; __ _,_ ; .; ., -41-_ . 0 -u-.. L.,,-.1 4.J.. .,._-✓-.a._7.1 -. y_ --.,-t_..-!- t-J-.!_. _ _ _J-. .t.-. -L_1__ _L_ _ ;--1--!- _ - :-"t•-!-•J-. _ 1. A.. • . -V`• r I• _L , v -L-_i-J1 :4• — 1 _ J __:_ _•i• _ J --_ - _ - r -- '- r r . -,i .-,- - ; --- --. -- t C + 1 i , , , t,L.► -►u.'p r;3 - -- .ju .`t- y .- E •11,'..ir: Prvvl 6Z-1C a at/ LYVER ENGINEERING AND —DESIGN; O. r ,7950 SE 106th Portland. Oregon 97266 1 PROJE NO. SHEET: LP 503"055.83 50345. 449 'ro;. .,-.er-f.4+Dcc-i Y.4..._,•.tr•E,DCOM I —33(6) Zd-- 5 L .„.4 ROOF E MIs r_ PI nt N SIGN ROOF LOADS: DESIGN DEAD LOAD 15 PSF LIVE LOAD = 25 PSF ROOF SNOW + DRtF !X f427 INDICATES ON PLAN, THE ADDITIONAL SNOW DRIFT LOAD TO BE ADDED TO THE BASIC ROOF SNOW LOAD 2. SEE ARCHITECTURAL FOR ROOF SLOPES, CRICKETS AND LOCATIONS OF INTERNAL ROOF DRAINS. ROOF CONSTRUCTION CONSISTS OF 20 GAUGE VERCO N-24 FORMLOK OR APPROVED EQUAL. MINIMUM SECTION PROPERTIES: I a 0.531 Ino AND 5 = 0.503 In3 METAL DECK IS TO BE WELDED TO FRAMING SUPPORTS AT EACH LOW DECK FLUTE WITH 3/4' DIAMETER FUSION WELDS (4 PER SWEET) AND AT S' O.G. AT MARGINS. TOP SEAM WELD SIDE LAPS AT 12' O.C. PROVIDE MINIMUM (2)SPAN LAYUP. INDICATES DECK AREAS TO RECEIVE 4' OF CONCRETE TOPPING PROVIDING * 1•,:, 1' OF TOTAL THICKNESS. SLOPE TOPPING TO DRAIN. ^' .'` ?. REINFORCEMENT FOR CONCRETE TOPPING IS •4 AT 24' O.C. EACH WAY I' 4 ux• CLEAR FROM TOP OF SLAB SURFACE, SEE DETAILS ON SHEET 55.4 FOR MECHANICAL UNIT CURB DETAILS. -w-------► INDICATES SPAN DIRECTION OF METAL DECK 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES, PRIOR TO FABRICATION. 4. LOCATION OF ALL MECHANICAL OPENINGS, STAIRS AND ELEVATORS SHAFTS AND THEIR CORRESPONDING STRUCTURAL FRAMING SHALL BE COORDINATED WITH ARCHITECTURAL,MECHANICAL AND ELEVATOR SUPPLIER'S DRAWINGS. 5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS,LOCATIONS AND ELEVATIONS SHOWN PERTAINING TO ELEVATOR PITS,SHAFTS AND GUIDE RAILS WITH ELEVATOR SUPPLIER. 6, WSS5x5 INDICATES 146S5x5x3/8 UlN(.O. • AL-94'-.).(r3-,- INDICATES TOP OF METAL ROOF DECK, T�, .xx•x FINISH FLOOR CONCRETE SLAB SURFACE (EL. 0'-0') 8. STEEL BEAMS ARE DESIGNATED: *W24X-16 (X)c = 3/4' � �—CAMBER NUMBER OF 3/4' DIAMETER x 4 3/4' HEADED STUDS WIDE-FLANGED BEAM SIZE BEAMS W/ '*' DESIGNATION WAVE WELDED SHEAR PLATES PER DETAIL 1/65.1 S. STEEL OPEN WEB JOISTS ARE DESIGNATED: 25 LH (310/230) "—TOTAL LOAD /LIVE LOAD JOIST DEPTH 10. STEEL OPEN WEB JOIST-GIRDERS ARE DESIGNATED: 36 VG4N \: NUMBER OF MAIN PANEL POINTS JOIST GIRDER CONFIGURATION TYPE Jo IST GIRDER DEPTH II. PANEL POINT LOADS AND OTHER MISCELLANEOUS LOADS ARE INDICATED ON TI-4E DRAWINGS. /-25K INDICATES LOCATION OF CONCENTRATED LOADS APPLIED TO JOISTS / AND JOIST GIRDERS. j,200/600)INDICATES ADDITIONAL (TOTAL /LIVE)UNIFORM LOADS OVER THE FULL LENGTH OF FRAMING BAY WHERE NOTED ON PLAN. 12. ANGLE BRACE LOCATION. SPACE AS SHOIIJN. /J , ASD STANDARD WAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES Based on a 50 kat Maximum Yield Strength-Loads Shown In Pounds per linear Foot(pit) Aapros.Wt 7 Dept 1 SAFELOACe !- Jac in Los.Per In in Lbs CLEAR SPAN IN FEET Designation Linear Ft. . inches Between Jowls 26-32 33 1 35 36 37 I 38 , 40141 ; 42 43 44 45 46 47 48 241.1403 11 24 11500 f 342 ' 5! , . . ' . ., - ' 2•Lf--'''''!'-4 'f'-'".;' ,,' 1111, 241.4404 12 - 24 14100 419 1 398 379 ' 380 3•43 IA -.1 '.• ,,t'-, ' ',, 240.105 13 24 15100 449 446 . 440 Eigli360 , 363 • . .-4 7&_..-..,-4 -- ";.••• 1 , . ..:: •7 .4,... .,.: -- .e,: ' 1. '-*ri....,.:.'er":^.# 241.1408 1 16 24 , 20300 604 579 555 530 ! 504 480 1 467 437 417 398 • 381 • • •_.-..4... ... "'f.Ft1,1-.= :., 4112„...,162. ..366 s • ...• 1... ••,..( .W1 1,• .,J..a4 241440-7--1 17 24 H 22300 885 1 838 ' 813 i 588 , ••••• 541 516 (491 ' 468 4461 426 407 389 373 "' ." . 6'44 I14 , 1.1408 1 a T-24 ' 107 ' r7f' 393367343 1112- 297 ;1' 276 257 239 I 223'295 1''" j "" 24 ! 849 622 597 572 1 545 520 497 475 4554 435 417 . 400 ! 384 369 206 i 16 t 184...; 173 11011 24U-109 -i'---24 - 28000 8.321-1-0; ' 78:' 7--"-561-731 696, 696 1 663 632 602 574 524 501 480 460 i 441 21 i 562: 501.1_460 I 424 1 393 I 163 1 337 313 254 ••ec• ....< ' ,C, 1,• 1 241.H10 23 24 29800 -8ti2 111rY---6 1 8321-809 1 786 ! 768 i 737 ' 702 , eas 837 . --r 46 533 511 ! 490 NM , . • _524_ 500 . ! ..,! ,•;,: 1 4. . __•,. 285. .,•.. ..,..• • .-0 241.1-111 25 1 24 31200 927 900 ! 875 851 i 829 807 787 768 734 701 i 671 • 616 590 . 587 544 1 :1• •• ' - . •• r • ' 4 • ••!: •• I s 1 -- . . -•-• INUMUSErr.. 01. 1_. ItafleinellInalttigiriliNefili.3HEIME-AMtilir.1F91. ...4110iiiitSiirli 11:111 281.H05 13 ; 28 1 irk FA, ii 26L1406 16 28 18800 -,..:1 101 IFIMAFAIN: 2814407 ' 17 ! 28 21000 505 484 . 464 • 445 427 • 410 ' 394 379 365 !, 352 • 339 327 318 "1 -t,: --!=t• .: 4..... t., . -Ltf 7 1... .• 1..• 1 .. _ 201.H08 18 I -xl 28 22500 540 517 ! 496 ' 475 456 438 420 1 403 387 IMI - 1-3444 -- ff1;04 ; -- ,. ...., ...., .. .. .. ...c,. i ....., .1.. mc.-11 .. 4. fil 2811409 21 : 28 •. 6.6-7 : 039 612 506 •, . IR 49 481 ••••• • 446 . 1.5 401 387 ! 374 II;01 : ... 7 ,- .•• _,..• ••••• 74 I +..: ,• ••••••,, • A.• !,193 !,.., ;..5 ' 1 280410 'I- 23 I 28 30300 729 704 1 679 ! 851 625 800513 FIEWRI 444 429 i 415 ' . IRIF • • 4 _ IA14±itt .._ _ r•••• ...., .--• -..•_. ,,, It. ..! 1 , •-• 4W 281.1411 ' 25 -, 32500 780 782 738 711 882 656 029 606 562 ! 561 540 521 : 502 , 408 468 , 453 110111 4., 1 -; ' 4 :7 rt. ....1 s1 1 I -:- 1 it- .••,-.s 241 236 i, •e4 2811112 1 27 I 28 35700 857 ' 837 818 800713.12M11188 737 . 709 862 1544 632 609 , 587 568 I 548 527 -7- . . ! ,.• 4 • _BruMIEP20. .- !•1 ! • -. •:• ..5_ -•. ___.: , IA -13 . allk 1 28 ' 37200 895 . •,• 4 054 836 816 •• IIHIlkillIFIE1IFAI 668 643 5 i.. 620 96 577 ., i 11111111111111/1/111111. .•! .. • .'- r - N ;• 0 - •;.' ' 14 ' -,* 4 1 •,..".• , ---- ! lEr.-11-arlicanitAniaut",-;• at:..a.1.1111111116111•11111LJULAMILLIWIKLIN 32L1•106 14 167.. •• •-• 220 214 208 IC:Pi ... 164 •,,• 32LH07 i 16 i 32 18800 • Fa 24T Iti:: 233 111 32LHO8 17 32 20400 20400® 397 383 H -FAEH Iii3 275 267 r9,...., 2” NM 32LHO9 21 I 32 25600 25600 ;10 ' 400 480 46 1 47 432 418 404 . 301 379 -7 356 345 335 44D ' J15 i 1• .,., ,,,,-. - . f -• • A I 4• .•. 1-.. .' HID I 17 ; 157 ' 149 321.1410 21 32 .28300 28300 lan 550 i 531 , 512 496 478 , 42 445 . 430 ' 418 402 389 376 364 353 34 - • - 7 w-9... 1 .. 1 . .. •r 1 .... . •••!, 47 .. . . .,. 178 ' - • LH1l 24 32 31000i 31060 625 • 602 580 5-60 541 522 505 ••• 473 458 443 421 416 ! 403 3611 378 1:21 -, 383 343 i_12:1 ;....- ; •• , Ii -,- -.:‹ .4., -#4 : . ?se_L_me ; 167 , i • 32U412 1- ••• 27 32 3844 1- -. -, -38400 734 712 ' 880 • 664 ' 641 1 619 598 678 ' 569 541 Fi 508 482 ; 477 . 463 449 . I. . .•.. .. -._. - 4 1 ,..!!.- •,. ....? t..- . 243 1 232_1_221 11:11 321,1•11-3-1- 30 32 40600 40600 817 901 785 771 742 715 8906611111ill IMO ••• 600 581 ' 562 . 544 , 527 511 *. :* u. 111.1•nlItc5:-II • ' .. 288 1 279_ 262). 49 _-...• 32U114 33 32 41800 41800 843 826 810 795 780 . 7. 649 1 822 . 802 583 1 564 547 IS ,,... 47; i . - ,,,, i .., r -..- .s.r -1 I 304 p 290 _ra_4_..M. „ I" 11011 321.H15 • 35 32 43200 43200 870 , 8i3 837621 805 783 756 725 , 76116781656163516161597 - ..., !.,•• 1 r. . . Ar .7c -. .,. 1 .,: 4y • - RUornaiii ...,mujoiutlawitlout.• .'. •._ i - alio I 11:111 • .7 1 16 . 18900 -•• --T. - -4. 7. ,4 . 21 12 207 201 , 196 191 .• .. - -. 1,' I 11 ' . 1.5 99 ,._,15....,_ •1 3614408 18 1 36 18500 293 1 -- vs n, - 1 248 , 239 233 227 221 I 215 I 209 111:11 1-:• I •. 4,%__1_,_. ,; . la ;,; ' 1 A • 11 iftt....1...r.;; , 1,, 36LH09 21 -1-- 36 .--23700 23700 F 267 R 3„,83.1 1. 35.2 i i..; ' 333. '564 , 11‘Y 1°6 40. ; 144 ' 1282 38 I 13.3" 12.7_ 360410 1 21 36 28100'26100 454 1 440 428399 , 378 , ". 357 1 347 338 328 3k---3i1 303 295 111:1 414 260_ • VIM ' 206i 197 188 i.,180 173 165 lee lluizigi 1 36U411 I 23 '-i-36 • 28500, 4:1;"..; 495 1 480 ' 485 . 451 436 425 412 : 401 389 378 ' 368 356 .-348 I 339 1 '330 322 ,.., i • Raz ,.:5 ., _-••1 ' ..; 4. 4 1 At, V.' 1 Se i 1 110_, /59 153 361.H12 I 25 36 341001,3411:743-t-593 575 557 540 82 •••3 508 493 ' 478 484 450 437 424 . 412 I 400 1 389 378 354 . ,-. -......_. ,i4 .....- '..01.. ,/ .,,,,_ .4..! . .....,• 195...i.• 87 i !: • , • 361.H13 1 30 .1--c6 40100'401001 6971 6-i5 654 1 634 615 , 596 679 : 562 540; 531 516 502 488 . 475 I 483 451 111:1 1 415 Yz• ft• -•• ,_ ;_" l 21122[2 40 TpAc_an:„ 24_211 360414 ! 36 36 44200 44200. 768 755 729 708 683 881 641 1621 ' 602 584 1 535 , 520 1 505 492 • go . 41 :•., r• ...•• ` 1(1.! -- ,.r,..c .....- -t:.s 14. .4_217 1_237 361.1415 36 ' 36 46500.46600[809 , 795 781 1 769 1 744 i 721 898 677 656 . 637 618 ; 600 ••-••••‘ 567 551 536 INN .L 41031484 ,448 i 434 41 , 3941375_ ,.....: , 13121299, 27412V_ 282 • (-/ am, 66 42. ANGLE BRACE LOCATION. SPACE AS 51-10U.N. STEEL JOIST AND JOIST-GIRDER NOTES: A. ALL JOISTS SHALL HAVE 5' DEEP BEARING SEATS. B. ALL JOIST-GIRDERS SHALL HAVE '1 1/2' DEEP BEARING SEATS. C. JOIST AND JOIST-GIRDER BEARING SEATS TO BE SLOPED BY JOIST MANUFACTURER TO ACHIEVE ROOF SLOPES AND ELEVATIONS INDICATED IN DRAWINGS. FOR ALL CONDITIONS JOISTS SEAT SHALL HAVE UNIFORM BEARING AT CONTACT SURFACES. D. ALL JOISTS SHALL HAVE TOP CHORD AND BEARING SEATS DESIGNED FOR 4150 POUND AXIAL TENSION AND COMPRESSION LOAD DUE TO WIND AND SEISMIC, UNLESS NOTED OTHERWISE ON THE DRAWINGS. DESIGN JOISTS FOR LOAD COMBINATIONS PER 2004 OSSC. E. AXIAL LOADS ON JOIST-GIRDER ARE INDICATED ON PLAN. ALL AXIAL LOADS ARE - TRANSFERRED THROUGH JOIST-GIRDER BEARING SEATS. F. DESIGN ROOF JOISTS FOR 10 PSF NET WIND UPLIFT. NO NET UPLIFT ON ROOF - JOIST-GIRDERS OTHER THAN CONSTRUCTION LOADS TO BE DETERMINED AND DESIGNED FOR BY THE JOIST MANUFACTURER. G. ROOF JOISTS AND JOIST-GIRDERS SHALL BE DESIGNED TO SUPPORT AN ADDITIONAL 500 POUND POINT LOAD ANYWHERE ON ALONG THEIR TOP CHORD AND AN ADDITIONAL 350 POUND POINT LOAD ANYWHERE ON ALONG THEIR BOTTOM CHORD. TI-315 ALLOWANCE IS FOR MISCELLANEOUS LOADS NOT INCLUDING LOADS FROM MECHANICAL UNITS, SPRINKLER MAINS AND ET CETERA. CONTRACTOR SHALL COORDINATE THESE AND OTHER LOADS WITH THE JOIST MANUFACTURER IN THE DESIGN OF THE JOISTS AND JOIST-GIRDERS. H. JOIST AND JOIST-GIRDER SHALL BE DESIGNED TO LIMIT DEFLECTIONS TO LENGTH (In) / 240 FOR TOTAL LOADS AND LENGTH (in) / 360 FOR LIVE LOADS. J. BRIDGING AT JOISTS AND JOIST-GIRDERS NOT SHOEN FOR CLARITY. PROVIDE BRIDGING AS SPECIFIED BY JOIST MANUFACTURER. Bid Set - July 200( „, /; Type N-24 , _ '' Used for „span ccndi0ons Acoust�ca I ,- Normally galvanized finish-can be prime painted as a /jt special order_ 8- 2'/t 5'/i ��%'� — t____3: 40r __.s_r= Vertical Webs Perforated With 5/32' Diameter Holes Staggered 7116'C/C ,.„: -fft, Y4• t'/r 14 i �__.__�� �J Insulation Strips In Low Flutes Field Installed Weight(Lbs./Sq. Ft.) I +S ` -S Absorption Coefficients �- -.prime-- _ - _. _ _ Noise Reduction Gage I I t —.-_ -- Coefficient i Galvanized , (In'); (In')+ (In') 125 250 500 1000 2000 4000 i '• _ __. .58 1.00 .94 .85 .54 .27 .85 1 2.2 .394: .454 2t µ _- 2.5 ..k . -n. • i 8 NRC Determined By Tests In Accordance With ASTM Designation j 1 C423 Conducted By Riverbank Acoustical Laboratories. 16 4.1 4.2 1.64T .950 1 1.005 Pertorabons do not sgnihtantty affect Properties or Shear Values VERTICAL LOADS(Lbs./Sq. FL) N-24 AND N-24 SHEARTRANZs PRIME PAINTED OR GALVANIZED Gage 11 Span ' 6'•0 7'•0” 8'•0" ! 8 4' 9 •0' 107•0 '1'•0' 12'-0- 13 70 13'•4.1 14' 0' 22 I s 145 107 8276 65 52 43 36 31 a } - ;,-_ 4 74 58 ! - 31 24 19 ' ('''...----76-'276----.71 188 i 138 T- 105 ! 98 I 83 56 v 47 40 38 I 34 Simple - i 105 • 95 74 ( 1 40 ' 3t 24 2119 Span s 270 198 143 I 120 - 80 67 ' 57 r- 53 I. 49 18 A -- • - - I 140 108 79 59 45 _ 28 s 1 351 258 + 197 182 156 I 126 104 87 75 71 64 16 A - - 1 - - 145 106 80 61 48 44 i 38 T I-1—s— 168 • 123 94 : 91 + 74 50 42 38 34 31 22 j a - _ j _ - - 1 kaawro - - - - - I - a- 152 '. 117 98 I 92 75 62 52 44 42 i 38 Two ' 20 s 208 Spans A j - - - - 1 - - - i -_Ti : 18 I s 287 211 , 161 150 127 103 85 71 } 81 59 ' 52 • _ s 1 372 -` 273 209190 ' 165 134 110 93 79 f 75 1 68 18 _ - _ - 1 22 210 154 118 j 111 f 93 75 62 52 ; 44 f 42 38 - l - - - - - 59 46 36 33 1 28 Three or I 20 s � 260 . 191 146 135 , 115 93 77 t 65 55 53 t 48 More -+ -- I _ • Spans 1 18 s 359 263 1 202 188 160 129 107 89 76 j 72 86 A l - - - - - - - 86 67 63 54_ I 16 1 400 341 261 242 206 167 138 116 99 94 85 i t a L- - - I - - i - - - , 115 I 90 84 72 See page 14 item 1 on how to use this table. Type N-24 with Sheartranz® see fIla Stewtrantedetais DIAPHRAGM SHEAR VALUES(q)(Lbs./L.F.)AND FLEXIBILITY FACTORS(F),PRIME PAINTED OR GALVANIZED No End lap Welding 1'Long Filial Weld On Top Flutes Of End Laps Span Span Sade Lap ,-- a - f'-'4 -_� Side Lap • -�. .._ 4_ ... __. Gage 8'•0'i 8'-0 ;tO 0, f2'-0 U 0' Gagel 8'-0' 8'-D'�t0'-Ot t2'-0 14'-r' Connection Connection 22 TSW® 12'c/c F 224 TSW® 12'c/c, tt 5 12 2 12 6 i 12.9 13.1 , F 11.5 I r._ 20 TSW g 12'c/c ' 20 TSW® 12'c/c - I F 92 1 98' 103 , 106! 10_8F 92 98 '. __ 146!_ 94 t 18 I TSW 12-c/c••"'" Use N Deck Values 18 i TSW 012"c/c, , Use N Deck Values *110 F j 65 �i 70 F 65 ' 70 A - _ WELD PATTERN TO SUPPORTS ---Ln\fir-121—Aar— Cri 1 4 See page 7 for Sheartranz°wetdng. 10 VERCO MANUFACTURING CO. � � / / / / 1 I� 1 14". 14111141,41114114 .44.. / �\ / I 44.,i4 A ---..„............. ..... 1...,......._ 1 \� ` �, / 41!) ilkill -.7 / .?ek/4 e\e, ?60j Wii ' / W ,I/ • / // .? EA - a ft I ---...------„....„„_ / .. / , / Q / f ` a / 2�Nr4m Ap 14:1 _.7,_ , ........„......z.„...................... k 14.__ ' _,' -/- / cp , 44,11.g/ // , ;�////I//////�49 / 1/ / , 1 ", xxk A Ie 0 I • / , i// ' 1I /1 I •„ _ , 10L ( Q ) ',46 ; / ,,,'ik s 0 ;il • li . 1 14 -- ___ , s ...— i 1 u /1 2bLN(3106/238) i j 1/28LN (340 7) • / ' -.' '14 7 1 �”?kkle ' . 1 e, / 28L1-1 (340/210) E t 281-1--17-340/210) [ ji/ _ . 19 .. ra / 4'4'3' \ x 4,0* _ _ 41KLi n W x \ .- Det '\)8., .- \--/- , -- 2e04 (340120 a 4 200'4(3�n�) ever i • 2s0.1(3AVDr2WD) :....H I 1.6\10:4Dit\\C ,......_ c3AVRVD) 1 ilii 4 3---i I 1'-----6 4% \_ _ \__I 8 g \ , 1)/ 8 X ei \ ht4 - �� , �,� \oistuarev -Miii----- • __--4-------- ---- 4 . .Sal 01 roznp r+N .1 \ COI U01r£)t Ifir 2 ;\ i....••••,......,g':: ~ ' / 1 | / . �`� -- ^� ..----> / !N \././ \ 6 \ / \ ,. • r ifle\ \,... \ /Al 00 or 0 '6,........0.00000.000....; 0 Y. 11114‘'‘ / , 4P` \lib 1 ; ''' N. Ip\k\ ...---- \ t ...,;;; .:' _..j. , ..._\\ .40% \4,• AltiF ta ...." ' \ ....\-- \Vir ,/ k / '\) *. 0 ..% i OA°\..f..% ''-- \— \-" '' ,....0 \\s,‘I.Pt‘A ....„\......\Z(...>., - % --- '-'<::::___i." ' _-, \ \ \ \ --.--12 ,-.\ • ' D 0 ‘ _ .4, \ ..-:'''" --'-\--C---\---\ . ----: 10: N‘ ......••••• -- • woo \ .... ' . . . ^ ^ . • f -. G_ . •. a i. . .. ._.1_ l.. ` ♦ � • . • ._ 11_,1.1_ . , . - --.- - - • - - - - - - - •• .- a_ .•,- - •i ?^t-x-- - ,_c 1. 1,,, -- - --7-,-tf- tL. L. '. - - - -.1 - • -:. - - - -- I s. [ . a.' --:- 4--t !-- ,- t• -1—• ! -',--! ' r • , , � - 11,11 - 1111 _i ..i, ._ ___,!: •. :._;.- 7!,.. I 1,__•, _7...4.. , ; 1 __..;r! _... �., _.1 ,!„ -- - -+- , y� • p '� .. -- _ , _ r -._•.. __ _ -.._— 1111 .- _\.. t. -. ,_ • . . PROJECT , p� r wPrro�e: ►�M t ti�L rh J f"AnA 1 L.tl �� f tJ vJ l'�o Z pn� a 1 ;LYVER ENGINEERING ANS DESIGN, o�o�tt �3 E 117950 SI ;061'.:. Portland. Orego* 97266 PROJECT NO. SHEET: jP• ` "05533 F 503 41: ra ": rerfi c:' ;.o•E.iflco^ � 1 0 0 Project Title: Engineer: Protect ID: LYVER ENGINEERING AND DESIGN P"ectDescr: 7950 SE 106tn.Por:and Oregon 97266 SO1 70 —'Z3 c:,5C3 4:7444 Troyf.A.5cora .---......._ — nklo clLEAD.10-it2011,10-113438-1,AMEI13-338-1.EC6 i ASCE Seismic Base Shear ENERCAI.C, C.1963-2013.tiuilt.6.13.631.Ver.613.8.31 _ - Lic_ # : KW-06009286 Licensee :Lyver Engineering and Design,Ilc -None- - — - — — Occupancy Category Occupancy Category of Butting or Other Structure: ii'.Al Buildings and other structures except those ksted as Category I,I/I,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 115-1 Grfdderi Ss&Sivalues from ASCE 7.05,200E009 ASCE 7-05 9.4.1.1 — — Max.Ground Motions,5%Damping: Latitude . 45.513 deg North Ss = 0.972733 9.0.2 sec response Longitude = 122.500 deg West Si 2 0.331256 9,10 sec response Location: Portend,OR 97233 Site Class,Site Cook and Design Category _ Site Classification 'LY:Shear Wave Velocity 600 to 1,200 fVsec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-05 Table 11 4-1 8 11.4-2 (using streight-line Interpolation from table values) Fv = 1.74 Maximum Considered Earthquake Acceleration S ms...Fa•Ss = 1.081 ASCE 7-05 Table 11.4-1 S mi=Fv•Si = 0.576 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S =S •2/3 = 0.720 ASCE 7-05 Table 11.4-3 OS MS S 2 01S •2/3 = 0.384 ASCE 7-05 Table 11.4-4 to Seismic Design Category = D ASCE 7-05 Table 11.6-1 .,.1:.!esisting System ASCE 7-05 Table 12 2-1 — - Basic Seismic Force Resisting System... Bearing Weil Systems Special reinforced concrete shear walls Response Modification Coefkient•R' = 5.00 Budding height Limits: System Overstrength Factor•Wo' = 2.50 Category'A&Er Urnit No Limit Category•C•Urnt No Limit Deflection Arnpltilcalon Factor•Cd• = 5.00 Category IT ljfait lit*=160 NOTE!See ASCE 7-05 for all applicable footnotes. Category•E'Limit Limit=160 Category er limit Limit=100 _ RedundancyfactorASCE 7-05 Section 12.3.4 . _ Seismic Design Category of D,E,or F therefore Redundancy Factor•p'=1.3 • Lateral Force ProcedureASCE 7-05 Section 12.8 _ . Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure'is being used according to the provisions of ASCE 7-05 12.8 Determine Building_PeriodUse ASCE 12.8-7 ..,........ Structure Type for Building Period Calculation: Al Other Structural Systems •Ct"value = 0.020 •hn':Height from base to highest level : 450 it •x•value = 0.75 •Ta Approximate fundamental period using Eq.12.5-7 : Ta=Cr(hn'x) = 0 347 sec "TV:Long-period transition period per ASCE 7-05 Maps 22-15->22-20 8.000 sec Building Period•Ta'Calculated from Approximate Method selected = 0.347 sec "CS"Rionse Coefficient .....___ - - S D§Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = 0.144 •R•:Response Modification Factor - 5.00 From Eq.12 8-3&12.8-4.Cs need not exoeed = 0.221 'I•:Occupancy Importance Fads( = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient a 0.1441 II I • • • Project Title: Engineer: Project ID: LYVER ENGINEERING AND DESIGN "edDescr 7950 SE 10Szn Port:anti.Oregon 91'266 , SO3705 533 fl•5034;7449 7,0)L r./Ve,FAD,C tv ..p.V.E.A0 ASCE Seismic Base Shear ob.C-4.6630-1t2011.6-1113.331:4741EIti-3-10:fla- ENERCALC.OIC'983-2011 BulK-6.11831.Ver.6.13.8.31 Lic.#: KW-06009286 Licensee: Lyver Engineering and Design,tic Seismic Base Shear ASCE 7-05 Section 12.8 Cs = 0.1441 from 1223 w(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs•W = 0.03 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 •k•:11x exponent based on Ta= COO- Table of building Weights by Floor Level... Level# Wi Weight Hi:Height (WI "k Cvx Fx=Cvx`V Sum Slay Shear Sum Story Moment 1. •. • SUM = 0.00 k Sum We*Hi = 0.00 k-# Total Base Shear= 0.00 k Base Moment= 0.0 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 12.10.1.1 Level 0 Wi Fi Sum Fi Sum VA Fpx Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of lat.Forceof current level plus all levels above MIN Req'd Force @ Level 0.20*Sos •I*Wpx MAX Req'd Force @ Level 0.40'Six •l*Wpx Fpx:Design Force @ Level Wpx•SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level I—11 . •., _.- 7 ;14:4. ; :;'..- ;-i;.; ; :_:-: .. _-_,..'_., • -, , .....,_.5.. 5.._ , l + gip t-1=I , li ♦. —!----:--'- _ ..-._J__t__k _ t_ _ _ • _ L _._1__l..J _ - 1 -. .A ----",•-•. ,1. __4--t-"--1.--` - _ - J J_ - .. -J. _t_ _ - __ ,J _ l __A.- Till{Sl f R J.. _ - .' 1 �4 7.l r (o ' i . , . ' 0S IT A `- - - - - . i - -- - — PROJECT= � DESCRIPTION �j 1 CY?�(,.IhJ FTNA/\ 1 NT: IJ vJ PI-\-01-nn..) -- - DATE: ENGNEER 11 'LYVER ENGINEERING AND DESIGN 104.5.1, j--rx„ <9 ! PROJECT NO. SHEET:;7950 SE 106t!). Portland Oregon 9'2bb LI 503'7055 03 f: 503.3:7449 "'to'.-l},tr-EisOccT :r- 0coE., ri -33 13 8 . • • NT UNISTRUT' Channel Selection • Channel Selection Chart ::..:::'...,-;.,:',?-!.1"'-'''''.':•.` ., _ +moi�. .1 :�� � _ _ ';`...:.•4-,-u-'•.- ... Width Height f / i I L.] 7i1 . -:.=._;•;.-:: ' ' !.. : ..M..t 4Y• '-w� Y: - .,-n,L :'-'4.:7!!!, -4-:oa __. : * .:. y".• Y,/ +5. c .: .: . ... - Y ._ .a. P1000 1% 1% 12 go 12 ga 0.109 • ■ • ■ a , 41 41 2F �_�.-__ P1100 1'A 1% 1404 1404 - III 81 • ■ - - 41 P2000 14f`A 1`h 16 ga - - T- ■ ■ a ■ - - 41 41 • piiii 7i-% 41 35 P3300 1% % 12 gm 12 ga -- • ■ - ■ - - 41 22 P4000 1% "A" 16 ga 16 gm 0.078 a a - ■ - - 21 __ _ 4f -._ - - -------+-.._._- P4100 1'b "A. 14 ga - - 1 ■ ■ - a - - _ 41 21 P5000 i 1% 3/. 12 ■ ■ ■ ■ , 41 83 P5500 1`A 2'/u 12 g. - 0.109 • ■ a a -- - 41 62 i :8 _ • Channels & Combinations in Descending Order of Strength . s P5001 1.794 6.10 5.578 1.716 33,909 P1100 0.417 1.42 0.149 0.188 4,175 -`" 116 9.1 2322 261 3.831 27 2.1 6.2 2.7 172 P10044 1.978 6.70 4.079 1.673 42,075 P3000 0.503 1.70 0.121 0.154 3,873 ,- 128 10.0 169.8 _ 274 _- 4754_- 3.2 25 5.0 2.5 438 P5501 1.453 4.94 2.811 1.153 213,998 1 P4101 0.574 1.94 0.114 0.1413.546 ?.4 7.4 117.0 18.9 3,276 3.7 2.9 4.7 2.3 401 ` P;301041 2223 7.60 1.860 1.145 28,796 ! P2000 0.340 1.16 0.124 0.140 3,521 . 11,2 77.4 18.8 3,254 2.2 -----.. 1.7 5.2 2.3 398 P5000 0 89'P1 3.05 1.099 0.628 15,794 P4001 0.418 1.64 0.101 0.125 3,144 4.5 45.7 10,3 1 784 3,1 2.Q 4.2 2.0 355 001 ;.•1112 3.80 0.930 0.572 14,386 ,03301 0.460 1.56 0.078 0.103 2,590 '2 5.6 38.7 9.4 ---1.625 „ 3.0 2.3 3.2 ',' J P--1;' 0 834 2.84 0.741 0.456 11,468 ,01000 0.305 1.04 0.061 0.086 2,163 1 304 '5 1 20 1.5 2.5 1.4 X44 P3il0i t 70; 3 40 0.593 0.431 10,840 P3300 0.398 1.35 0.037 0.072 1.811 ' S P5500 0'26 2 4; 0.523 0.391 9,834 P6001 0 211 0.72 0.044 0.054 1,358 4 " ' 6.4 _ 1,111 _ _ 1 4 1.1 1.8 119 153 P2001 9681 2 2 0 616 0.379 9,532 P4100 0.287 0.97 0.025 0.053 1,333 ' ---- 4 4 e 2 1.077 _J L 1.9 15 -- 1.0 0 9 151 t. P9200 £0.488- 223 0 2 i o 0.297 7,470 i A4001 0.245 0.90 0.031 0.049 1,232 J: ''.0 - 844 11.6 1.2 1.3 O8 139 a A5000 0.492 16,.7 0359 0 266 6,690 P4000 0.239 0.82 0.023 0.046 1,207 3 2 '=? . 1 ,'56 15 12 10 0 8 136 A1001 0 610 236 X-3 0 242 6,086 43300 0.230 0.78 0.017 0.038 956 1 �9 _._�___ • = fid 1.5 12 - a7 0.6 108 P3301 0 797 270 1-' o 202 5,080 P6000 0.105 0.36 0.009 0.020 503 5, 45 --...• c c,4 --0.7 0.5 0.4 0.3 557 P1000 0.556 1 90 0185 0 202 5,080 A4000 0.123 0.45 0.007 0.019 478 ' 7, 54 P9000 0 384 Z� II16s �4 _ ._ _ _ _____��..______O.EQ� - •�?3 _ 0.. 5.060 P7001 0.146 0.50 0.007 0.017 428 ! t ,,,, 2.5 _ _ _ _ t.9 0.7 03 0.3 48 P7000 0.073 0.25 0.002 0.007 176 0.5 6.4 0.1 i3.1 21:t E3- ri P1000 & P1001 Channels ifil''' UNISTRUT ■ P1000 �-+--1 54?-1r--3',..., 41.? — WV100 Ft.190 Lbs (283 kg/100 m) 3 i r�» 02± Allowable Moment 5,080 In-Lbs(570 Nem) _ �« -- 9.5 jr-= 0 5 72 Gauge Nominal Thickness.105'(2.7mm) 9 "� 1 - I j 7 r ' T `�.915' ? +'� _�21 1 al,_ 1 L- ! 710" / .1 "� '_` �� , 2 •"moi-",. I, III P1001 Wt/100 Ft 380 Lbs(566 kg/100 m) 1 5re» 1...—41 ; ` Allowable Moment 14,390 In-Lbs(1,630 Wm) ; 12 Gauge Nominal Thickness.105"(2.7mm) T 4 mi �:: a 3'y4» 82.6 ` ^- -_ 1 - - 1 •" r { c ,7: 1 d s�'. L. ##� + - re #44144, 1'1 2 2 y, 4 7 +• • P1000 DS P1000 H3 P1000 HS Wt/100 Ft:173 Lbs (257 kg/100 m) Wt/100 Ft:175 Lbs(260 kg/100 m) Wt/100 Ft:185 lbs(275 kg/100 m) s » .---^'�- 9/,s"(14.3)Dfa Holes 9/�s"(14.3)Dia.Moles SIM are 2 /4 (69.9)x h (22.2),,75.,.:,--.,„ .1 - lib 47.6 on Center - ,` 1 lib"(47.6)on Center , , } 3 h"(88.9)on Center 1 "t ) 4 - ' , I' e 9 " b a 1. 41;;;I,„ „.4...{..(19-1) .' '‘,1' *.f!'-','''''' 4, , •_ ., Pipe Clamps can be j�`'- Mounted on Both Skies P1000 KO IIII P1000 SL III P1000 T Wt/100 Ft:190 Lbs(283 kg/100 m) Wt/100 Ft 185 Lbs(275 kg/100 m) Wt/100 Ft:185 Lbs(275 kg/100 m) `ta"(22.2)Knockouts .-------.-1 Slots are 3"(76.2)x'3/32"i t0 1) _ Slots are 1 ib"(28.6)X 9/1s»(143, � 6"(I.2 4 on Center ! ' 4"(101.6)on Center " `fir► 2`(5 i)on Center p ,-..;',72'5:''', p�y�• 5 ) fes,/ e:' ..,„,-,-:,-.7-'''' - __.,,,,,,;-?,-i----.,,7:,%-.1. :40000., j' `� ',«� �, . may r /z�'' i 3r14 4.,....": . 0 (30.2) (127) rin tnel Nuts (Refer to Hardware Section for Details) w - P1006-0832 . P1024 P3006-0832 P3016-0632 ;081 P1006-1024 P1012S �I P3006-1024 P3016-0832 P1006-1420 P1023S ✓ P3006-1420tiai P3016-1024 P1008T P1007 P3007 P3016.1420 P100841; P100611420 P3008 it P1009 910101 P1012 P3009 Ft010 P1023 P3010 P1024S S i Channel Finishes:PL.GR.HG.PG: Standard Lengths' 10'&20' f Mil=12211111111.1111,7"'-- UNISTRUT" 4 P1000 & P1001 Channels BEAM LOADING - P1000 BEAM LOADING - P1001 y -ter �e .a1 :-. 4`.1;7-"";-''''4:-'7'. - ilii . - :0 . ' - 7 . J i - i : Lew spawfall :; '! 4 .-* -Lead Spawn° �aI24O S . X14( 4;� la Aim .: .. 7- -.h • " . _ ..in . . Ain Lbs 24 1,690 0.06 1,690 1,690 1,690 24 3,130" 0.03 3,130 ' 3,130 . 3,130 36 1,130 0.13 1,130 1,130 900 363,130' 0.07 3,130 " 3,130 " 3,130 ' 48 850 0.22 850 760 510 48 2,400 0.13 2,400 2,400 2,400 60 __ __ 680 0.35 _650 490 320 _ 60__ 1,920 _ _0.20 1,920 1,920 _ 1,630 72 560 0.50 450 340 220 72 1.600 0.28 1,600 1,600 1,130 84 480 0.68 330 250 170 84 1,370 0.391,370 1,240 830 96 420 0.89 250 190 130 96 1.200 0.50 1,200 950 640 108 380 1.13 200 150 100 108 1,070 0.64 1.000 750 500 120 340 1.40 160 120 80 120 960 0.79 810 610 410 144280 2.01 110 80 60 144 800 1.13 560 420 280 168 240 2.74 80 60 40 168 690 1.54 410 310 210 192 210 3.57 60 50 NR 192 600 2.01 320 240 160 216 190 4.52 50 40 NR 216 530 2.55 250 190 130 240 170 5.58 40 NR NR I 1240 480 3.15 200 150 100 COLUMN LOADING - P1000 COLUMN LOADING - P1001 -1-- "- as -----.- __; mats it *.., ., , ,� . Unfound Ail abl: • 4t ' v tit.010 K=1.0 K=1.2 Height w1.0 0. A_ _ Lbs Lbs Lbs In 1-..G' .r 24 3,400 9,600 9,500 9,320 9,100 24 !6.360 23,820 23,560 23,130 22,610 363,010 7,640 7,400 7,000 6,490 36 6,190 23,190 22,610 21,640 20,460 - 48 2,570 5,910 5,530 4,980 4.430 48 5,970 22.310 21,270 19,560 17.460 60 2,230 4,780 4,390 3,850_ 3,330 ,-60 _ 5,690 21,180 19,560 16,870 13,590 72 1,970 4,090 3,680 3,140 2,650 72 5,360 19,790 17,460 13,590 9,570 84 1.760 3,600 3,170 2,630 2.160 84 , _.__ 4,970 18,150 14,980 ._10,130 ^7,030 96 1,590 3,220 2,770 2,240 1.800 96 4,510 16,270 12,120 7,750 5,380 108 1.430 2,910 2,450 1,930 KLA>200 108 4.030 14,120 9570 6.130 4.250 120 1.290 2,640 2,180 >200 KV>200 120 3,610 11,750 7,750 4,960 ILIA,200 ELEMENTS OF SECTION Notes: P1000/P1001 -Load limited by spot weld shear, NR=Not Recommended. . - P1000 P1001 1 Above loads include the weight of the member.This weight must be deducted to arrive at the net allowable load the beam will support. Area of Section 0 556 In: 1.112 In' 2 Long span beams should be supported in such a manner as to Axis 1.1 prevent rotation and twist. • Moment of Inertia(II 0.185 In' 0.930 In" 3.Allowable uniformly distributed loads are listed for various simple Section Modulus(S) 0.202 In' 0.572 In spans,that is,a beam on two supports. If load is concentrated at Radius of Gyration(r) 0.577 In 0-915 In the center of the span,multiply load from the table by 0.5 and Axis 2-2 corresponding deflection by 0.8. Moment of Inertia(I) 0.236 In' 0 472 n' 4.See page 61 for lateral bracing reduction charts. Section Modulus(S) 0.290 In 0 580 In5 For Pierced Channel,Beam Load Values in the tables are multiplied t by the following factor: Radius of Gyration(r) 0.651 In 0.651 In "OS"Series 70% "T"Series 85% _ _ --__--,--- J "KO"Series 95% "H3"Series 90% / "Si."Series 85% "HS"Series 90% // 1 A" Framing System , . , . 1 ,• O .Renusol 0 . -4111 ,-.., .• i, Moutittry ',,,,tr-i-,,, , 1 Renusol America,Inc. 7292 Logan Circle Atlanta,GA 30318 +1-877-847-8919 infogarenusolsmerica.corn L3-rri r-crla..i ; ;Project layout- Rev B FR r-rrm -ri irW-ri nue: Cl71ri1 10131002-2b-Certainteed- rin 17.:rrin . . trrt=i IM:177.r.ri litslW Photon-American Family Insurance CX.1711 imolai . aiIadress: - .t-MInti -- iiii Ili Ili 11850 SW 67th Ave,Ti arc',OR 97223 1 1=1 m. um .. :1 c,ixt.1.=11, C.7 171'.1171n- ( r-r.t..1_1_1_11,,1 1 tT1 Ma&lk Mobukcitirec • OrlAtidan, :' ric..-rr -.1 mtiln. 14 ReneSola 384 crn:i mri mfrrrrrtm- [Model Number: r=r1=1:71 r. T-.1--• WcflMte: - 41/14 — ly: I rTrm:TT--.: .-Ta-r 1 ri-T..7.7r1 ' 4.-t`T'In= 10/17/2013 Kyle Hord t 11A I_1,-,i cm:Err-in rrxrran =37.T.Try= rr= rr.r.3 i . Errrair= 4t:_e&-Ita Eli.-i- tc • ix:1=nm . tymi. Lai tA_L.L.rrt; , . . . „---• k t... ..!=r1= , c -•‘. rE:rrrrl ..-- k - 1 =r1 ,.....- rriffrrrril _ Drawing Key: -1 ' r s_ • sii _ _Iiiet eii•Not 1 Building . Nam ', Olt el Ill Onnourrrry.. gm 05-Tr" Setback I ET:Ertrn'T 172=TM171-1=1 Shadowing 1 tm=r.T1 i 17E1 Obstructions cin Renusol CS60 All dirtr=ig:SjagarAttlt tions prrOr to pro uctlisiintton --..1 1 Ren Aso' il • Project Details Reriusol Calculation Date: 10/17/2013 . t � 6. Cittaed N tori 1 General Project Information Certainteed • NW Photon Energy ' 11850 SW 67th Ave,Tigard,OR 97223 45'25'40"N 122'46'44"W The following specifications have been provided by the customer via the Renusol Project Input form_ Any information not f<-:;,.;;;;:i-On that form is an assumption made by Renusol. All assumptions must be verified by customer before installation. 2.Eluikiing&SiteSpeeifi tions Project Site - psf f )', psf 45 ft 209 ft r 237 ft • y 1.0 ft 2.0' rte • ` 225• Bitumen , . 1 _ ! Greater than 1/4 mile Site t'oefilc,cnnt- t O to mph 0.79 • 1.00 0.85 12.34 1.00 0.38 ASCE Standard Wind Loads are based on ASCE 7-05 Method 3-Wind Tunnel Procedure. S-.64_1,1301e Sp-of ifcati s • ReneSola,1 250M-24/Bb 250 1640 mm 992 mm „ 41.89 is 17.51 fN $r sol r$60 it 4#Details x . C560-10'Tilt(Opt.1-East West Spacing) 100%Recycled HMWPE or Virgin NMWPE 45.00 in. • 67.95 In. - 280 lbs 19 lbs 58 lbs(average) 119 lbs(average) Page 2 of 6 • Project Details(Cont.) ReTILISOI Calculation Date: 10/17/2013 2 '. _ tertalritiiit Photon Amerkta Family s lra'me t Project Sum ry 21.23 ft' 9,961 ft' 59.25 in 65.25 in c•r, 5.6 psi(average) 4.9 psi(average) - 22,272 lbs _ 48,711 lbs 384 _. ::.. 96,000 watts 2,088 ft* •A sacrificial layer may be required by the roofing manufacturer to protect the existing roofing surface. This also couples as a slip sheet that will increase the coefficient of friction. 12 • S00 lbf 48,711 lbs O tSR N/AD s � p 10)11 ft' ,a s ` D33 t •Renusol C560 Is made of electrically raity non-conductive HNAPE. •The standard product is made of 100%recycled material. An optional vergin HMW PE Is available at an additional cost if a UL yellow card(certificate)for the UL94HB fire rating is required. •Assumptions should be confirmed by customer. •Any changes wilt effect other calculations on this print. •No shadowing from 10:00am to 2:OOpm on Winter Solstice. •EPDM slip sheets can be used to achieve a more favorable friction coefficient(Must be approved by roofing contractor). •Strut and ballast must be purchased by the customer separately from a local supplier. •These project details validate only the structural adequacy of the solar mounting system itself. It is the responsibility of the customer to consult with the appropriate registered professionals prior to installation to validate the adequacy of the structure the mounting system is being placed upon. g: ea sr..; 1 Page 3 of 6 1 . . • Renusol Project Details(Cont.) Calculation Date: 10/17/2013 • • - r" ff,'T' • 148 15 0 163 22 11 20 2 1 . , •.. - 74 9 6 267 27 18 . • 242 28 21 119 12 9 178 20 16 296 30 24 Strut is not supplied by Renusol America ‘..5t • .. _ . _ 4-24 r r ..,:1411aSi Details: - • • 1186 4 4744 • 626 28 17528 Ballast Is not supplied by Renusol America • ,,• • • Page 4 of 6 f ctl likR t 1 al Z } • i } } ` t 777-777\, 1 t r 1 } } J t R R t i 1 1 R I t t .I ' -- i R } s i 1 i it i f 2 .0 1 '' ,.. Ti'". t a ( Immermism . li --.) R t�• i a t R •'t s a u R } { 1 t t { t f f R ilaRMIIIIIIII -.:r R } t P R t t R • R P • • } r • t t O p • •F 0 c f } t t i C � 4. � LA IIIIIINNI R 1 r t R t 1 F 1: tit RV 3 411110110 —' V KIRRMIRSRMIR I t F P t ,} R t R F tt t t t k pnI, F t VIII 7777 . ' i } i } t R 4 . . t R t C t ll • !, } i i a 4 ` L' vi , r I R r a s } • t i t . . . f t - a R X } fallt }`3 s t R t • . • r t • S 'I ' al a t nItis • . . • { a . _ s t t +++t ,- 1 s • ' • r _ _ _ .... • R • a {!C . I— I .Iriormi ^ y . t r �I or t RR R �JC7J• i0 G • I . r ri it1 i 3 / 11 ,j R 4 RI• il . r • } O 7717 R ■ ri r t 1 �" ~ w.r• 5 �1L R a a J.-.1 a r 2 , 1 : 1 , R t R ■ 1 t R C t R s t AAAAAAAAA i -. r s r r s a 1 1 ! 1 k k k i A » k i # k ° a . s a s s : = A s k k k i g x A s s 0 , Vah 1 114 / 11111W:1111k . 2 ,tk1k kk , iakkkai » _ sill ? illi = i k l § i # d -W. 11. 4 x11 l 3 e ; ; ; s A ; s s s r ; x R ; ; s r s l l ,,, Cle t j IS 9 l i g 7I g S $ g ♦ a g g g t 1< g a h 3 . i i i i s i t l 0 1 1 1 II k 4 i if •t`,IF efe 7 i I s 20331002.2h•terbinteed•NMI Photon•Amerlun farty Insgnnce Saran Mock Cont Per Unit r I..I.,.►..I..j 1-i.,.1-1-1 [:,.I•,.I.,.I.,.I... r .1,»(.,,I I.,.1..i • ...1..,►-t.1 • I T-TT .. [.,.I... ►...r.„I,..1.,. ( • 1 ..1.,.1.,. 1-i.,.l...I.,.1.,. 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""•• -....'i , 1 • C1-71-7---.7 . --i--. — 4 la MI 00.0•03 , , , I , 1101.1101 i. • , ... 1 i FISVAUNDI 1 • -- — S - 9 t 1 --- ----- i ___ . . - Renus01 Ballasted Mounting System For Flat Roof Applications A One Piece Mounting System 10°& 15°fixed tilt available `h 1, Call Us Today And Compare -,'-,,,, +1 877 847 8919 The Renusol C560 is a one piece PV mounting system for flat roof �,.%*N. applications available in 10'and 15'tilts.The product is made N...`►� from a 100%recycled high molecular weight polyethylene (HMWPE).This durable system transports easily and sets up �,, •. ,' ''` quickly.Most projects require minimal ballast and no roof penetration. -.-.:- ' ; ' One PV module mounts directly to one Renusol CS60;no complex project design or complicated assembly required.The universal design accommodates all - common PV modules.The mounting system requires no grounding since it is made of non-conductive material.Project design can be customized to meet a needed roof pressure. "-� - The simplicity of the Renusol C560 saves installation time and reduces overall project costs. The Renusol CS60 Benefits Quick,Easy and Cost-Efficient Install Flexible Reliable and Environmentally Sound Complete kit in 1 box Simple to design projects 100%recycled and recyclable Installs quickly with minimal parts Fits common aluminum framed Impact and UV resistant 1 Renusol CS60=1PV Module PV modules Most comprehensive wind tunnel PV panel mounts directly to Renusol C560 Stackable,easy to move and ship testing to date(up to 150 mph) Durable,non-conductive material Design customizable to meet roof Integrated air foil minimizes ballast pressure limitations Safety and Security Additional Features 10'Tilt Product Wire management channels Product and Project Support Built-in wire management channels No trip hazards between rows Project specific engineering documents with"Z"notch for easy fastening Enclosed ballast tray Expert technical support Adjustable East/West connection Evenly distributes weight to accommodate either high density across roof surface Made%C2' ffinstallation or larger module needs Installation Steps --,.. '-e.„? • k h �� .4 . ..... ,..„ ,,. , , ,...‘„,..... , , ... .. „ , . , , .,.. .. . ., ..4 ., ., „_,,- - A, ., , . , e ,..,,,,,,„ .,.., ,, _, , _, , , ,,. , , , ,.... . , ,,,.. .• • ,,,__ 41.0,, 'L... 43 1 Fasten East-West,add ballast if needed Install T-Washer on module frame Fasten panel to Renusol C560 R �`0 Renusof America 9 201 17th Street,Atlanta,Georgia 30363 `^ www.renusolamerica.com +1877 847 8919 /i Renuso 1 Ballasted Mounting System For Flat Roof Applications TECHNICAL SPECIFICATIONS FAQs Product Name Renusol 056010°Tilt Angle Renusol CS60 15'Tilt Angle Are roof protection mats required? The Renusol CS60 has no sharp edges that contact the roof. Slip sheets may be required if it is needed to increase Image& •. � ,r is the friction coefficient. Is grounding required? The Renusol C560 base is made of non-conductive material and requires no grounding. System Ballasted flat roof system compatible with optional roof anchoring is anchoring required? Projects in seismic areas or modules Materials 100%Recycled HMWPE(High Molecular Weight Polyethylene) mounted in high wind zones may require roof anchoring.The Renusol Roof pitch range 0'to 5' CS60 is designed to easily attach to these anchors. Product Weight 19 lbs What material can be used Optimized for 4"x 8"x 16"block but as ballast? Ballast Size gravel,bricks or pavers can be used It is recommended to use solid concrete block commonly found Ventilation Slots on top,bottom and sides at local building supply companies. Module Type For PV modules with aluminum frames Was wind analysis done by computer simulation or Size Range Up to 1020mm wide and up to 1685mm long physical testing? Physical testing in a wind tunnel was performed in accordance Orientation Landscape with ASCE to ensure the Renusol CS60 performs well in the field. Wind testing Wind tunnel tested in accordance with ASCE 7-05&7-10 • Is the material UV resistant? Warranty 25 years The Renusol CS60 base is made of recycled HMWPE(High Molecular Training On-site upon request Weight Polyethylene)with UV stabilizing agents that give it Support Telephone,email and on-site.Engineering provided. excellent UV resistant characteristics. How long Is the warranty? About Renusol The warranty period is 25 years. Renusol America is a leading innovator in flat-roof and pitch-roofed mounting systems See"Renusol America 25-year Limited for Solar PV modules in the US solar industry.Renusol America provides sales,service, Product Warranty"for full details. and customer support from its headquarters in Atlanta,Georgia and operates full-scale ware-house and distribution facilities across the country. In 2011 Renusol America introduced How many have been installed the groundbreaking,American-made Renusol CS60—the first one piece mounting system to date? for PV panels-combining a heritage of German engineering with American innovation and Over 1,000,000 modules have been • production.The company is part of the CentroSolar Group,a publicly traded company on the installed with this type of product German stock exchange,and is a wholly owned subsidiary of Renusol GmbH,a market leader in Europe with more than 600MW of solar power mounted on Renusol systems. through our parent company in Europe. The first large scale installations began in 1996. + IRenusol America Inc. 201 17th Street,Atlanta,Georgia 30363 www.renusolamerica.com • . +1 877 847 8919 3o/ .. 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C r40heslA II... Coelho•PA MI b1He.ds Lit 1p1. 1 rML11.11.,cat.,,r0r Amnia.,..IOW energy k NM NNA MO tilt INN tall w 1411 IA 1NN W IA f4N kik 11M*.dee RO4lab,44ty - 11e0m10..4/1 N M.rNthr VI ant Sword Ow LK4.4 Ow/Hod G.+4I Cro4444Ad1..4an Cs•W M1a+ti^a.. bs.MMlhr••orwe, 44 lialAnwhon. AE Solar Energy Yuma carekdy to a ision*demands.The •industry leading etfk•ency mra �� Vw�k• Al 7TL M P *wght and easy to maul. Wwthomt p00er • Low maintenance . ym S • I iti**'. tfew sraa ..m .y:.%, ... r •. , , ,. 100 pounds,the MNy nwaYrd inverter Is very well suited for • Improved system epdme rooftop or Ipace.constrained m.taladona and decreases*nal . .. '. syuemn costs*retests be 400 kW A441.Mon71 uvilgc iWarr tor llaktallabillty < s•.:.. _ , .. + are retorted snits.lowered Mimes testa end Mere a w Aired ' Lght weight.easy to*Hog for the hoary e1Ch*dry a.aociatad MO lestalkrlg 4rger.header • Less some needed an 4He *erten.Arrays designed with the Al ITL string smeller:here • Lowered baleece of system emu • Yest•N•claes options..Totem yeelds and pro04 n 0 ne4oluteInverters closer to array sl ma .. ," ' --.- ' ' 4_• a .� Al Solo lnarR 0..US Wed 7r'W7 .oral l•:p'..uf vjaw..uAFiNtl lawn care/..%'A f>j 1 Light weight design Maximizes project Highly rehab a and efficient, initial system Wide range of output LI E supports ease of space and energy Saves money on maintenance costs for projects power allows for integration r+snNation production costs and Improves energy under 400 kW on a variety of site designs harvest. 1 \� { 1 .r.. 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