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Plans (2) &tP2a/3 -amt 0.77 _ . RECEIVED LDC January 31, 2013 THE CIVILENCINEERINGCROUP FEB 4 2013 Velocitel c/o: Paul Tibbot, P.E. CTYOFTIG s .; AEtE Manager BUILDING DN Jj ISION 4004 Kruse Way Place, Suite 220 Lake Oswego, OR 97035 RE: Structural Modification (Marathons) PR35 Tigard 6975 SW Sandburg Road Tigard, OR 97223 Structural Status: Passes with addition of specified floor reinforcement. 1. Introduction E At the request of Velocitel, we have performed a structural analysis for the addition of (4) new Marathon battery racks to an existing equipment room on the third floor at PR35 Tigard in Tigard, Oregon, in accordance with the layout plan as specified on sheet A-2 of Velocitel drawings dated November 29, 2012, also included in the appendix of this report. The modification was completed in conformance with the 2010 Oregon Structural Specialties Code (OSSC-10), the Steel Construction Manual (AISC 13), the National Design Specification for Wood Construction (NDS-05), the Uniform Building Code 1991 edition (UBC-91) and the American Society of Civil Engineers Standard 7-05 (ASCE/SEI 7-05)under the following site specific conditions: ry sr sr Basic Wind Speed: 95 mph (OSSC-10 Figure 1609 for Washington County) N Exposure Category: B X Occupancy Category: II Seismic Site Class: D Based on a visual inspection performed on September 27, 2012, Absolyte batteries had already been installed in the equipment room. The structural analysis and modification letters of October 1, 2012, and October 26, 2012, also included in the appendix of this report, determined that the addition of the original Absolytes overstressed the existing floor joists s necessitating the reinforcement of the floor system. Subsequently, it was decided to substitute Marathon batteries for all the existing and previously proposed Absolytes. The following sections detail the proposed configurations. II. Proposed Configuration Add four (4) new Marathon battery racks to an existing third floor equipment room. Three (3) racks shall have 20 batteries, and one (1) rack shall have 18 batteries. One Alpha Technologies Power Rack is to be installed. One Absolyte Battery stack is to be removed in addition to one o telco rack. All other existing equipment will remain in place. Conclusion Based on our analysis, the wood 2"X12" equipment room floor joists were not adequate to carry the new plus existing loads. Six additional 3X14 joists placed in accordance with the details within these calculations are required to be added under each double rack arrangement of Marathon batteries with the associated ' " thick steel spreader plate. A total of twelve (12) new 3X14 joists will be needed. z 0 r "y Engineering \ ? <) 1i the Standard The new Marathon batteries must be supported on new WWPA Hem-Fir 3X14 joists installed between the existing joists. The new joists will be supported by the existing W21X62 girders by Simpson HU314 connectors attached with#8 Tek Screws. Blocking cut from additional 3X members will be ripped to fit between the tops of the new joists and the bottom of the existing plywood flooring. The batteries will be attached to %2" thick spreader plates which will be bolted to the new floor joists with V2"diameter lag screws. Note that the new 3X14's will be added in two different but adjoining joist bays, only under the proposed new Marathon battery racks. LDC must be notified immediately if site conditions are found to vary from our assumptions as additional analysis and design may be necessary. Our calculations are attached. Please contact the undersigned with any questions relating to this work. LDC, Inc. S- lEO PRQp.. l � GIN£F�4 4 v v 62935PE WIL GON t� • 11, \ Ri E V11.\-"G `41 RENEWS: 6/30/14 Mark Villwock, P.E. Engineering the Standard LDC THE CIVIL ENGINEERING GROUP 111 m Ci'Clal Infrastructhire ATEtT ReAd .ntial PR35 Tigard Structural Calculations: New Marathon Batteries in Existing Equipment Room Prepared for Velocitel do: Paul Tibbot, P.E. 4004 Kruse Way Place, Suite 220 Lake Oswego, OR 97035 Prepared by w LDC, Inc. • 14201 NE 200th Street, Suite 100 Woodinville, WA 98072 (425) 806-1869 c, Engineering Review: Mark Villwock, P.E. GIN E- 4/ 82935 y W • -EGON 11,2 4 \:` °o RENEWS: 6/30/14 L_ C N z January 31, 2013 Job No: 12-455 N Engineering the Standard LDC, fnc. 12-455 PR35 Tigard Equipment Room Marathon Battery Addition Modification Topic Pages Marathon to Absolyte Load Comparison 1 - 3 Original Absolyte Layout 4 Existing Floor Framing and with Proposed Equipment Plans and Details 5 - 11 Appendix LDC Structural Analysis Report of October 1, 2012 w/Absolytes LDC Structural Analysis/Modification Report of October 26, 2012, w/Absolytes ATEtT Mobility / Velocitel CD's of November 29, 2012 Project: 7/ - J l 7(-,2'r 'z4 //��,,�� • LDC#: (Z�� Date: /----3°-13 Engineer./ / 1 Page: of LDC 14201 NE 200th St.,#100 • Woodinville, WA 98072 • ph:425.806.1869 • fx: 425.482.2893 www.LDCcorp.com • U s L. - ( 7 0 7-e..- C 2/= / i 4 - ' --. , ew) 11.67- , %/G-n/ /1r-4,v-rPO T2v-61 CAI-64 , z7 L/JG o7=' /0///- , fj /v 6 c c 17s- -- (6.000- -- r J ce- cP)re& FD-2(2. (2) m w/2o % rte: (z)/ — 2.04."- = / / st .20 /17 , /2A{' 2Oo/ (7-3 = 4-7 Ae (g-2 um() 1 2.4 " I' , /DC-'-. X 2 _ -• O,U A- Bf 'a-� f pi A- ----)-c 6-2./044 2G?�� i7 -=-- . DD S1= c D/2/b7,r�'z1 ? L l' . ‘v>/ .v2.311/2.._!..6 ' _ it)--)-/- Geir-r-c) op-DoD ,... 6—c.(s-- , „s----00 pj):_-_- 4_,--- 2--Y--(2,0 1 ,-13 iJr- 1 "L- Z ` • V �S I (+ . �• Oyyr s . -zV ." i � ti � a . z a - . i n, t , 1 �- --- I mo_ �- � ��i _` = `,s •y rte. -,z--_-,- .,-.446-: ■IN -."iiitl"%ist-Alft10111111111• VA .7.31- - -- V." L. _ Seismic Indoor Battery Rack f,.- for Front Terminal Batteries Y d ' .` M 1 Overview = :.'- ,� The Marathon Front Terminal Seismic Battery Rack is -,"-ix" 4.1°` t " : a two post,wide rail,steel framework supporting 3 to � I �� i� `-` 5 battery shelves. Each battery shelf accommodates ' „� m up to four Marathon Front Terminal type lead acid :-: - battenes.The rack system is designed to be located { 41 in an indoor environment for the purpose of providing r, '..�� 2 - l___ DC back-up power during utility outages. .` =_ ., �r..„..... .___I The racks are certified to withstand Zone 4 ,.....7,-. ..l- ,_ .1,..--,.,.f _- :_ earthquakes (Telcordia GR-63-CORE) by an 9 C•.. - �Ipt Independent national laboratory. 1_ e).!y 16/. 1,t1I., _Y $ la�:i 3 SLY! :-W-77..--- _ _ pFL The positive and negative collector buses are sized -- - - - . for 1200 amps and include standard acceptable 2- f....4.-."(• -"s i-' t -- 1n. :, hole lug bolt pattern.The standard EIA Universal hole �, _� ., - pattern allows for mounting of electronic equipment -� ,-4_- _ T when fewer than 5 shelves are mounted in the rack" - , — �1r ", '� :`-" L. Primary Benefits , - ,_ �, v • Heavy duty structure can be installed in all 1 .1 3 - ', `, 8 seismic zones 4 =_ 1 ,,, • Battery trays adapt to fit different r ( j at= 'x. _ Marathon Front Terminal am hour sizes �' ... --. • Battery and rack design permits quick ::_'-=' % "- ?-: .: x.� installation and easy terminal access �-"i-- a 7� 'N -�= h • Factory pre-wired to meet specified DC t°m ''�- �` - 1 =__ voltage requirement �r'�" ix:'-^,1-, E' • Compact design permits more power in a ` $ ` rte;. ; -s a,� smaller footprint ., =.--, = ' ' .: I ��c Applications r , :._ :• �:••Telecommunications `" .l ,` ; • Utility • UPS ?�a GN us' g :: y S r Car p------ .i ww SECTION 43.50 2010-12 INDUSTRIAL POWER _. SE !po _ ;c „ am?E 240 ` '`S z"36 SCALE MARATHON FRONT TERMINAL SEISVIIC BATTERY RACK DETAIL 2 11k1Y sclE 11- 7•SCALE: N S • 5 .7..,---.4,4,-,,e;..,� '',:F7. fir'. -:Pr.,1,.,¢ a.T;io•-7;i:ice' r :.•:,°i::�:.•.i(: T^ ri•. :.T +i .�'I�. 't'.i. i±1.� ':l' .t. ..T�- i.iJ�/: 1`�'.�.�., Vi 02 a 'k, is # r.r.1, �? ,.,',,,v- , ` •° 'are 1. +1..4zti� $'' r,(_ta`1 F�"'+lj4 "`r''''`Ext Sao A'' 'A e ','+ ..,-y C�L k- :4. 4y� g..4 y I, _ a f - ® �- MOBIL• .}. .� -,"'tip a•a x t .,-- ,� rt .� r ➢ ,a'. �r1.,l ..s•ti 4.e ir e ''r=F� FT' -� e a'1 . ..411. '}}7 ti's - tte.k'�c-- r L Ytt7,•^cialig__: - ,r'#`••, s .i414?''' .'7 ... '" - -c.. r.§.: . . s.� 'y .. 1 "y: ",r'7 — ,a% __ AT&T MOa1UTY coRF -... A " - _� - 111111b- ' ED � � ` - e REDMOND.WA 9005. _, ,, { ,, .'-' Elvelocil -YL �. complete wireless sol 4004 KRUSE WAY PL Technical Specifications BLDG.4004,SUITE° LAKE OSWEGO,OR 9 Physical Dimensions Rack(H x W x D): 84'x 26.89"x 24'(213 x 68.3 x 60.9 cm) 503-636-2500(MAI kSl187f„'( ? (D V.r`1:32fli.2,1 455 2ixZ i :(3Q R8`' 3 7,' gThlfv%; Js 503-636-2501 (FA: Footprint(W x D) 26.89"x 24"(68.3 x 60.9 cm) D.We.11-46 ikittia3etiatreigs1Ct¢;;V,ISMI =L°= W'-. —t4,9W ' '+t.1`ift SITE 1D#:PR 3 Shelf -575 lbs(260.815 Kg) AITAPitiltP.3',-; 4$9.111:C29tF835L•1Str- VM* �10 ir,=! _ ,:. TIGARD 5 Shelf -725 lbs(328.854 Kg) -1- WO 1 q sw E./so 6975 SW SANDBURa I ,. A :, ri.' . 19at(e We`i fil t X552 Ibe per st,15lf �(r t � �' , �,. TIGARD,OR 9722 ek 'b},i F2'4x�p '''4gim••��,'.• ` L•`X > �'d..t� .Tel �S F�,,��s�t�' Y. 6,,,h:;- af�l'�'�-;p.*.trE ?siF '' =1c-ir. .4"..40714..6.40. a.M gr.7r'W`v01.4,.[*ffa''-..',y,• '"cite' tli Construction Material: . Frame: hot rolled steel PROJECT': Materials Collector bus bars:tin plated copper LTE WAVE 2 . {..A1 cc M:ULPaltorepwte r ca at(a: e. � .., ISSUED FOR: om` sdt ,, a-;ti-grdYsishervesh.TG1 olyeerppwec e .4 '.._ REVIEW Battery Configuration ±24 VDC Two strings of two front terminal batteries each per SUBMITTALS Configuration: shelf.Separate cabling to collector bus bars for .M DATE OESCRIFn[ each string. DID PRELSJ C: QD V,i U, driTa oru tra yerEm Tigill7ga p elf t Y I MIMEI ADD eau Ra .-1.0�- fig 22gAtr`' tS190...9 Pate•( g:teg ilectvcby ktars olteeapii II■.1 Standard Rack: •Two-post,wide-rail,steel framework supporting 3 to 5 MIME Components battery shelves MI -Two separate insulated collector bus bars at top of NE - rack with cover in •All cabling to connect strings to collector bus bars. MI • Four removable lifting rings at top of rack. FA It 1009411 ,ARitt f'Oti �' Shei grilliolia l to t5 raclr;•ancf each oilier to tQmtii ;i DRAWN BY: Re ilifiY3i z,x� '_= , 0, I. tC r ' rW v' ,VA4 /Vit i Fri.} CHECKED 6Y: Pr 6fyJ1' s +✓:�` 'CURRENT ISSUE DATE: A ..„- ,i : twAtteD( d ccf a pe �7� p�1, ;;., , ' a4�, r o 'ingidaca Ionsft�•ac ommadatti battelekt:gi•7Y"I a 11-29-12 it`"1 i T`" c's i yew '3 .4'R1s,,r- a_mtri '' L3.. -^r',-i ,, . a`rCi. .r t"F . T• 3-.'•` � 6.'1d) �lg ti.elgntsu]°`N SS `t1-r M11 1-f ,t STAMP: . ~ `p ' tlik- �•..--�> '=F is v.,.-.: 1s.3a,3 a� f o�! � , •tF Y, .P.A"}��+s ace p @risk to-pre�canb' or)e.- .R.,�ries- �, rye '-�� '1^ -��-. 'Lf+M -1i 3.b 'v" Y" af. rw� -t "6414:° S tfflng a.1*-9- sheJlu�,,n'iy,se'[RTO IIY.itys.i Optional Components Circuit Breaker Kit: Maintenance disconnect circuit breaker for each battery PRELIMINAF string.Each circuit breaker Includes mounting flange, cover,and required cable from battery to breaker. NOT FOR Certification Information Zone 4 seismic(Telcordla GR-63-CORE) CONSTRUCTII GNB Industrial Power USA-Tel: 888.898.4462 a NB. THE INFORMATION COHTAIRE! Canada-Tel: 800268.2698 THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY NATURE ANY USE OR DISCI. www.exide.corn OTHER THAN THAT WHICH RI TO AT&T MOBILITY 15 STRICS INDUSTRIAL POWER PROHAKTED. SECTION 43.50 2010-12 A Division of Erida Technologies SHEET TITLE: EQUIPMENT DETAILS SHEET NUMBER: 1.si r scut:Nrs • :IRS MARATHON FRONT TERMINAL SEISIIIC BATTERY RACK DETAIL 1 A-4 t•.� iz.-s415.-- fx35- ._ r rp.p.,ED AT&T LIF.AMITIMAS: IILIOLIMINO SAMAVARE MO ECIVSIAEIT ID SE PANTO TO 14A11:11 tomic ELTII_CIft3 —....--V-- Your world.Deihrertd. „ 12' 11D51/15.-1it-I. TO ICAME TRAY MO VERN -Ac II 77WAffr ..... Airo.y i.--ir--1 • r / ... PACIFIC MECOM SERVICES. .. mc AT&T El:1,7;Jan / -G // l d u, f 1r 1..6' 0 1-, IDDSTDC ATM'li EaSTING ACCESS cm LE Ora& DCCFI ACC=TO op41.41 r/713, I COuPLIENT A00'4 cs:01113 1116A._ _ -..._ .,., 1....) ■ RICHARD B.HAL t.. . _._ F 10 ROPCS AT:lig) rte CC SIAS MO 4 FMCS RUN ......„...............)...- ' 1 I ISM A.4T ..11r;;AS7 AILO'r ir WIN EXWISO COAX I I ..4 FESS RACK EEL-TWO I I , US S ' - ,WA .. .- 1 I ill -41- -Fit-tri;-- FM:P-4,1 k ....":. . . 5008 t_ _ i tll pr -$C5) il EXPIRATION DAM OF TIE -Ali 5.-2- i EXISMIC AT&T 0 - . ‘.1 1 III - 0111 INTS CA13.14ZT I_JCENSE:DEZVI L2 rs . a EXISTIAG AT&T EautPuENT PACx k.. .... ,.... ' \. • • ._ 1 0 . , c?., . 00 . r. rz In Fp, • ..... IF. , re n° ‘,.4 .- liii I ) . I _. ..cre. --- i ' 1 P . _ . . , Fr. EXfl1INC HATTERv SACKuP H .-■— r... ,- 17. trl • 111sr.14 ./71:(4" • ' • REVISIONS 7 JO. DATE 00:30,11C1.1 I WM. A VOV IDS=Ea(Ao luvrif ;e 1 3 .• T&T O 1 0 10/11/1th 15SUED EER nskt raC'D.CIDI MJ s- ..\76...<1, 0 \ Pr 4 ,,./..p:Ns„.........s. .. . ...s ......4 MX •as..._ AW .ear Ar /4, f _ NOT RN!CORSTRUCTICH UHL= LABELED AS ConsTIWCTIon SET - . /,. ' 2■ . ----r,-},-. , ., / sHSEHE:ET:491.E.ER EX&TIAL&PROnSED ..... EOLSPI1ENT LAMM ................4 •••---.c.,......., . A5 , -_-..: .1 . EXISTING EQUIPMENT LAYOUT I I _ T1r INFORUATIN UNTAMED al MIS SET cr czusmucnan necukrEms is Pr■CIPHIETM-f ST NATURE Project: ,,y��rc. 76J'2!/ / ,Q • LDC#: /�`1 6. Date: / /1'"'�3 Engineer. �! Page: 5 of I. 14201 NE 200th St., #100 • Woodinville,WA 98072 • ph: 425.806.1869 • fx: 425.482.2893 www•LDCcorp.com * 7-G`(4- -6� g-p" 6-�., /7-6(- 1/2...-- - �► fr—r, I 1 -i al 1 w .mi wlr..11 WIC.. 9 w,�: I! ��- _ 1 I r I\ Xi di r' , 1e001111330..AIN.3,T.•.111•0e3,' ig./X 344.1.)3148.• `` t��.• . .•w.-.,.w•1.17.2©! ' / f b .r i v_ sue'Oral dl' F=*—tea°:r.4 -. t. ` i 9 ■ :1 .Ach j ;.�..,..- 49 t d 1:1 po• ...; .An, • D' _ - it• d tii t, :1 •. • r'" -' 42k. • ,......,- ''.1-' 4 ... 1 / AA ' ..4 i, •you -* '<1 • 'a • } if -1 • i S' p I sm. `I .,tic:•l+ew.¶. • `ie � 7 r4 a f�'�"ISO & :.7 I . i ..I .. i 1 _ f N' ,-" ice.. ..» —. •I .. f • i t •� I L f .�• _janNe. '1i-4.' �'" !- '641• ••lite.. �•jws.,,t -•11' LMT}v+ ''A -L,1•iLFn'TY 9 -j2!ti _ 3 1 r j% 0 ----" \ .' • • jr 041 ;� ,%.. ;: vor , CA • .�'�n} • -� •� • wait. .ar wwasa ws -a -' .� •. 1�1 l.J '11 1 111 • •'$ ND.ksadi 'FRAMING PLAN w /Z/)(6.Z. h -6Z 5:61/W L -- 0-0- 6% -17 -1 - GGG(L Project: p23 r ?---2 - �} �,,,, ' LDC LDC#:. i� Date: /-3)--/..-7 Engineer. Page: of { 14201 NE 200th St.,#100 • Woodinville,WA 98072 • ph: 425.806.1869 • fx:425.482.2893 Www.L0Ccorp,com . •pe,Ac-0 6-.•-(5442.CIO) J �/•7 3 . Z`0 .. . ilit, 7_ . • . ... _r....., r = '' - - Wiz: - /�., ...,.. _____ , L ,. ,----- •.--' �'r ` gun Wit, . ■ 9 ,%/� # •Ms ' R k t-- 7 -, `bM1/21;1 MACKI4G in AL, joss ..,, if=• 12 lA DC-0.l7..°,"-- a• 2.—t- 12"'Nc "Za j 2.+►2,Df•.` . I /-1,, /t_ 2.c..',..3.,0 0 d 3 1 1 A ww 0 0 • 3 w ti 4 *2.2.W%4....7.2 w►1r Z2.—_-...,-.4.•,t -rxr,1 C 5. 14- NI ,..,, ..,,,.,:......1, .. „,,, ,-, .... , _ • . ... . . ....,,,,,,,,; ..: ,..4-_, , . N • a I ' 3 -F4,0011, lizilAMitiG - N PL. A .. . i .tio Y.fl. 1I. , 0 1s - - Project: Pk:3( 77(4--A-a-79 ') LDC#: /��'�/ Date: 7-5,1-4.7 Engineer• Page:...—L of 14201 NE 200th St.,#100 • Woodinville, WA 98072 • ph:425.806.1869 • fx:425.482.2893 www.LDCcorp.com iGG>�.�'v - -- - w/ uiPir ( p,2 ) c.ex -,— 1 eP. A06 --(Satz.c--0-) . . . 7 7 .. .. ..• .. • � b y • £.•ei,'�'';:� 71'77 r �s_' • I -i- 1 t.�Z I i f , , , : ' 12---- 1[•1 iii \v i :r .�.�.A. ...\..\..w\\\.i\\..\` . . '4 Fury,y, , .. . . .• .1: i:i:,..:3:,77.456 I .., li;- { d !` lig + \ `�•�- of�'�y� Fl �" � GAL .. .. s -� hll II , Y • 'L .i'i t t k I4 �Cy"t ° s � aS �b ' � • ,,,O � fi }s v it t t.,01*,-,Atv, , lip.--,,,,,,f• ,. ,. ,., Cei b>w, �/ 1 i f t Ca •L. - '- �4•- - us .S,t i�' p- 6 ,, {.. '•;••••. `4.{ Dt, f u . . - .,, wan, b $'z E t I ., ,F � V FHA ,'PLAN. �t r v `iF• 4 '?4rF\Sti�.a'tz 1--. ��'!!n' -�v.� '=:.: - _+ _., _iru. \. `y�.� - sue. Project: 'FY-2)S-� 77 C�/�. ^' • LDC#: /2- `•% �r Date: !"'3O�-1,`? Engineer. Y '1/"/2'/ Page: `� of I. DC 14201 NE 200th St., #100 • Woodinville, WA 98072 • ph: 425.806.1869 • fx: 425.482.2893 www.LDCCorp.com • 2e774©Je U/!yin e"-z1-1---LP17 aU7r (/1 -- --.)-1L- i /1'V gc-�}-� rh=-Adf, PROPOSED (1) MARATHON SEISMIC BATTERY RACK W/(20) ( 3)b`1 MARATHON BATTERIES. \ / PROPOSED (1) MARATHON SEISMIC RACK W/(2O) `(3 O1'#)- % !!!.riff Al G .i no G / - 11111111111110 0 0 I a, t G GROUND PROPOSED / \ 0 MARATHON SEISMIC ' BATTERY RACKS TO I - 0 EXISTING GROUNDING \ c SYSTEM W/ #6 AWG I .-Ifr GROUND PROPOSED G I \ '/ MARATHON SEISMIC BATTERY RACKS TO EXISTING GROUNDING � SYSTEM W/ �'6 AWG GROUND PROPOSED �� ALPHA TECHNOLOGIES \ PROPOSED (1) MARATHON 24VDC CXPS 24-4T '� • y SESMIC BATTERY RACK w/(120} POWER RACK TO / I irl MARATHON BAIItKIES, ExIST1NG GROUNDING 0 �� rt� SYSTEM W/ #6 AWG 0 --__ go C-3/O,r 0 __. �I I:�� - _ 110111 i . iv ►/�.i/�► /!!/!!mti/o/!!/!!/a PROPOSED (1) MARATHON SEISMIC BATTERY RACK W/(18)6:.:)(11-2 �J 0.r.- -) MARATHON BATTERIES. PROPOSED (2) PROPOSED ALPHA TECHNOLOGIES COLLECTOR PLATES. 24VDC CXPS 24-4T POWER - 7 j �j 1 RA/79 CK. �7 /f3 = f Z f 7z -ze07 =f ';lam ( -31oS -//'� ) Project: Fit 5r . 776 ) d LDC# /Z� s Date: 3�� Engineer._122/gat Page: / of ( 14201 NE 200th St., #100 • Woodinville,WA 98072 • ph: 425.806.1869 • fx: 425.482.2893 www.LDCcorp.com a PZ.hl 'r nPiR.r- A/ (2.) / 170 1 1-O/-o ©/) /2f t/ i--e)z); 13 4'' /c y 1 i " lu>> >- (!ZL POSED 1)�MA ATHHON ' I �' (2 1 ( 1H SEISMIC BATTERY RACK W 20) ( 3)bu j MARATHON BATTERIES. i7�� DA I � Yr�- Z')iii 1 5772 ! ©t�2`r .. `�f� PROPOSED (1) MARATHON �' � \I\( 2 J 1'l(/Z _ MARATHON BA�TTERIESS.. W (20) (.3/DI ! ks �.) .r//I.sir////Aor.d% O� � �. ,�1a �r� ifs c //1 / \ (. 915 � ■ V 6' 7D)-)6.9) -.,,, . .: ,,, - 1 ct GROUND PROPOSED / I \m ,V " n BATTERY RACKS TO !II ` MJ ,`� ` EXISTING GROUNDING _ : � N. SYSTEM W/ #6 AWG 1/Ny< I. i111I GROUND PROPOSED I/\ \ '9 MARATHON SEISMIC el. BATTERY RACKS TO P EXISTNG GROUNDING.,„ ' SYSTEM W/ )f6 AWG GROUND PROPOSED , �:f �t/�G ALPHA TECHNOLOGIES .; �� f�. �. PROPOSED (1) MARATHON 24VDC CxPS 24-47 01.1111111� r �% , SEISMIC BATTTRf RACK W/i 2p, POWER RACK TO � �.'� -■1.� ,`, r•a �. `_ THON BATTERIES. SYSTEM W/ tI6 AWG ° � es/o� l I`uii I�.I I�100 iv ? i ; _ ....... 111.1__j j_Mil � ' ' PROPOSED (1),MARATH,N 6:APE 1%SEISM IC BATTERY RACK W/(18) ))or )MARATHON BATTERIES. /// I. PROPOSED (2) PROPOSED ALPHA TECHKOLOGiES COLLECTOR PLATES. 3y K PLOD oo 24VOC'CPS 24-4T PON11R• .SE)iSr Ps-ODr ?o" 1 Project: PI c 776-4-(204 LDC#: /21L%-... ..� Date: 37'' Engineer._11 7 i 7 Page: of LDC f. 14201 NE 200th St., #100 • Woodinville, WA 98072 • ph: 425.806.1869 • fx: 425.482.2893 www.LDCcorp.com 41/4-IC*41(IF 7D foex,f,-- ‹,,,,Plem, (2t=✓rte 0(/fie- 77-,-07A/ 15462a- — 4 -), / 0 . \P C\ , ‘,,,,,:,) vepse 1 . #1-,or ,o, -,.. , -2., . J �� (S yro xiO ' ; i' 1,k&-' sG/C— , .... � - � 6„ Ir (�" �Ni C ii _1111 ; ; I � M r _ i j , �Xlif 'S 1.1 m / / ° / j' fsrzc(Lc '/L i 9 i N } /� /�" / p‘. /Lo` / I�`±, ��'v- -fP T73i 0 iL Is C c 1==,--- , 10724Az oKi 44/ U J'iNG G //1.4-72.-62 o - 6-W8--to Mt Imp- vzt Po " i Project _ ! P (0) /,y IP/ - -/z /LDC t �' ' � Cale: Engineer. Pge of s ,.____ . ( f /3 14201 NE 200th St., #100 • WW a WA 98072 • ph: 425.836,1869 • ik-.425.482.2893 wwtv.LDCcorp.com fil&frr s L----bj--7-----T ei .4 v — 6 mi TYP g`� t 7-62,)z // LAG 5CREt/ 5 2 2 f' Elf fOlri f x � " P'/Uc. 7D/9-vD/0 5 2--/7-77n/6--.2 SI-- 1'0, .. - r_ /_,46,0A.. - i r/rle Scram' i GCur l°1 x 1-1-� � #�Xµ , po/7 - __ •© (S)/'LACES ERc,u s/pE ovEIL r,j'ne'4-a i?, fa tS)P[ =5 + I+ Ear/si�c + 11 (- 411 /uwP Yilif _ fu3/y z 7(0' i t---1,-)2-1x62-- M oT S , I, -2/ 78<' SCRC)5 -17 LG f-7/4!/G 4L LDI)A-& , f / e, t/*17-t 2, 13o .9 - Fagiz mc- TO J�/sT A-Ay, F4e02_ /r Czi!ys77z61c?-74,t-/ 6 C 1 to/lint,' ,z)c-v tops 7/Uc ( p4c/77 of 7-e ,Tots-r- , nJ, f4 y cop F/oo,72/,!c . -6c7gI 1-- 1 LDC, Inc. 12-455 Appendix • October 1, 2012 THE.CIVIL ENGINEERING GROUP Velocitel Commercial i c/o: Paul Tibbot, P.E. infrastructure i A&E Manager 4004 Kruse Way Place, Suite 220 Residential Lake Oswego, OR 97035 RE: Level 1 Structural Analysis PR35 Tigard 6975 SW Sandburg Road Tigard, OR 97223 I. Introduction At the request of Velocitel, we have performed a structural analysis for the addition of (2) Absotyte 3-100G31 double string batteries and (1) Absolyte 3-100G31 single string battery to an 6_ existing equipment room on the third floor at PR35 Tigard in Tigard, Oregon. The analysis was u completed in conformance with the 2010 Oregon Structural Specialties Code (OSSC 10), the Steel Construction Manual (AiSC 13), the National Design Specification for Wood Construction 3 (NDS-05), the Uniform Building Code 1991 edition (UBC-91) and the American Society of Civil Engineers Standard 7-05 (ASCE/SEl 7-05)under the following site specific conditions: Basic Wind Speed: 95 mph (OSSC-10 Figure 1609 for Washington County) e, N Exposure Category: B Occupancy Category: II Seismic Site Class: 0 7. X Based on a visual inspection performed on September 27, 2012 the batteries have already been installed in the equipment room. This analysis assumes that the floor was properly constructed c, per the original design documents. CC The following sections detail the proposed configurations. II. Proposed Configuration Add (1) new Absolyte single string battery and (2) new Absolyte double string batteries to an existing third floor equipment room. All existing equipment will remain in place. Conclusion Based on our analysis, the wood 2"X12" equipment room floor joists were not adequate to carry the new plus existing toads. We reviewed the existing 2X12 floor joists using NDS-05 and found that they were more than 200% overstressed. We investigated further and found that the floor was designed in 1991 or earlier, which meant that it was designed under the Uniform Building Code 1991 edition or earlier. The allowable stresses for the wood used in the floor joists were about 70% higher than the allowable stresses for the same species and grade of wood today. The new batteries stress the floor joists to more than 150%of allowable stress even using the old values from UBC-91. it was clear that if the batteries were not relocated, or the floor strengthened, or both, then eventually the floor joists would sag to the point where failure could result. LDC must be notified immediately if site conditions are found to vary from our assumptions as additional analysis and design may be necessary. Our calculations are attached. Please contact the undersigned with any questions relating to this work. LDC, Inc. ��op PPOFess �c 0,\GINEF'A a0. 62935P r %+.REGQN ny a vet.'-`�'�0A' (EXPIRATION DATE:6/30//1 ) Mark Villwock, P.E. , THE CIVIL ENGINEERING GROUP • Commercial i Infrastructure AT8cT Residential PR35 Tigard Structural Calculations: New Absolyte Batteries in Existing Equipment Room o Prepared for Velocitel c/o: Paul Tibbot, P.E. 4004 Kruse Way Place, Suite 220 ni Lake Oswego, OR 97035 Lti Prepared by co LDC, Inc. 14201 NE 200th Street, Suite 100 Woodinville, WA 98072 (425) 806-1869 a N r• Engineering Review: Mark Villwock, P.E. v' c 0 -��p P R OFE- 62935 r V- •REGON o`4' /..1;31, 20 '� o October 1, 2012 9q�r 11 ,44 �},�v E. Mtn- \q Job No: 12-455 z (EXPIRATION DATE:6/30/ l� I Engineering ABOVE the Standard LDC, Inc. 12-455 PR35 Tigard 6975 SW Sandburg Road Tigard, OR 97223 Design Criteria Wind Loading: Basic Wind Speed: 95 mph (OSSC-10 Fig. 1609 for Washington County) Exposure Category: B Occupancy Category: IV Seismic Loading: IBC Site Soil Classification: D Seismic Design Category: D Occupancy Category: IV 100G31 Absoiyte Batteries: Single String: 3000 lb Double String: 6000 lb PR351 gard Page: 6975SW:tan dburg Rd Tigard, OR 97223 Engineer: DAO Project _12-455 - Date: 10/1120/2; = -y� Project Description 1. Add (1) new Absolyte 100G31 Single String Batteries in an existing 3rd Floor Equipment Room 2.Add (2) new Absolyte 100G31 Double String Batteries in an existing 3rd Floor Equipment Room Equipment Dimensions and Weights Height Width Depth Front Area Side Area Weight (inch) (inch) (inch) (ft^2) (ft^2) (#) Absolyte 100G31 Battery (Single String) 34.4 40.3 26.4 9.60 6.29 3000.0 Absolyte 100G31 Battery (Double String) 68.8 40.3 26.4 19.25 12.60 6000.0 Seismic Latitude: 1445°.=25"17-4" N (45.421500° N) ,(From Google Earth) Longitude:1122° 44':50.4" W (122.747333' W) (From Google Earth) Ss= 0.946 (From USGS Seismic Hazard App. V 5.1) S1 = 0.339 (From USGS Seismic Hazard App. V 5.1) Pm353:10%u Page: 6975,SW4andburg RdTigard` OR97223 Engineer: [AD Project 8�� =`=�=`=-. Description: Absolyte Battenes in ExistIng 3rd Floor Equipment Room Codes: WgtgifiUaUtilktatr gqdS§nb | Wind Criteria: Multnomah County Building Height to Roof= ft Occupancy Category i|' (ASCE 7 Table 1-1) Surface Roughness = B (ASCE 7 Section 6.5 8.2) Exposure Category = l:`�8 (ASCE 7 Section 6.5.6.3) Basic Wind Speed, V (mph) = ([)SGC-10 Fig. 1609 for Washington County) Exposure Case = : (ASCE 7 Table 6-3) Directionality Factor, Kd = � (Square, ASCE 7 Table 6-4) Topographic Factor, Kzt= (ASCE 7 Section 6.5.7) Gust Factor, G = :85 (ASCE Section 0.5.8.1 worst case) h/D = �Irg-:112:6O6 (Component Height/Width for finding Cf) Force Coefficient, Cf= 1.327 (ASCE 7 Fig 6-21 Square, Normal to Face) Seismic Criteria: Latitude: .457 -' Longitude: 122�44�5Q 22:721-7333 -- Zip Code: Site Class: Component Amplification Factor, ap = 1 (ASCE 7 Table 13.6-1) ' Component Response Modification Factor, Rp = 12:50 • (ASCE 7 Table 13.6-1) Component Importance Factor, /p = :t (ASCE 7 13.1.3) Project: PR35 Tigard Page: 6975 SW Sandburg Rd Tigard, OR 97223 Engineer: DAO Project: 12-455 Date: 10/1/2012 Description: Loads on Absolyte Batteries in Existing 3rd Floor Equipment Room Seismic Load Calculation for Components and System (Derived from OSSC-10 and ASCE 7) Location for Input to USGS Seismic Hazard Application Latitude: 45° 25' 17.4" N (45.421500° N) Longitude: 122° 44' 50.4" W (122.747333° W) Zip Code: 0 Seismic Ground Motion: 0.2s Spectral Response Acceleration, Site Class 8, Ss Y~4; 0946 (from USGS App) 1.0s Spectral Response Acceleration, Site Class B, S, -.:- =0389 (from USGS App) Site Class D (ASCE Table 20.3-1) Occupancy Category H (OSSC Table 1604.5) Calculated Values Site Coefficient per Ss & Site Class, Fa 1.122 (ASCE Table 11.4-1) Site Coefficient per S1 &Site Class, F„ 1.722 (ASCE Table 11.4-2) SMS = FaSs 1.061 (ASCE Eqn 11.4-1) SMI = F„S1 0.584 (ASCE Eqn 11.4-2) Sips =2/3SMS 0.707 (ASCE Eqn 11.4-3) Sot =2/3SM1 0.389 (ASCE Eqn 11.4-3) Seismic Design Category per Sps D (ASCE Table 11.6-1) Seismic Design Requirements for Nonstructural Components: Height in Structure at Component Point of Attachment, z = _24:83 ft Component Operating Weight, Wp 6000 00 Component Amplification Factor, ap 1.00 (ASCE Table 13.5-1 or 13.6-1) Component Response Modification Factor, Rp 2.50 (ASCE Table 13.5-1 or 13.6-1) Component Importance Factor, 1p 1.00 (ASCE Sec 13.1.3) Average Roof Height of Structure, h 33.00 ft Seismic Design Force, Fp 0.4apS❑SWp (1+2z/h) (ASCE Eqn 13.3-1) Rp/Ip Max Seismic Design Force, Fpmax 1.6S❑SIpWp (ASCE Eqn 13.3-2) Min Seismic Design Force, Fpmin 0.3505IpWp (ASCE Eqn 13.3-3) Seismic Design Force, Fp 0.284 Wp(ULT) Max Seismic Design Force, Fpmax 1.132 Wp Min Seismic Design Force, Fpmin 0..212 Wp Seismic Design Force, Fp 0:284 Wp (ULT) = 1701.08 lb Seismic Design Force, Fp 0.198 Wp (ASD) = 1190.76 lb PR35 Tigard Page: _ _p - 6975 SW Sandburg Rd Tigard, OR 97223 Engineer: DAO L.: s ^ Project: 12-455 =-• s Date: 10/1/2012 Description: Loads on Absolyte Batteries in Existing 3rd Floor Equipment Room Wind Load Calculation for Other Structures per ASCE 7-05 Section 6.5.15 (Derived from OSSC-'f 0 and ASCE 7-05) Wind Velocity Pressure: V= 95.00 mph Basic Wind Speed (3 second gust, ASCE 7-05 Fig. 6-1)) V = 95.00 mph (from ASCE 7-05 Figure 6-1) h = 33.00 ft (Building Roof Height) Deltah = 0.38 ft Height Increment for Pressure Calculation Case = 1 (from ASCE 7-05 Table 6-3) Exposure= B (from ASCE 7-05 Section 6.5.6.3) Kd = 0.900 (Directionality Factor from ASCE 7-05 Table 6-4) Kn = 1.000 (Topographic Factor from ASCE 7-05 Section 6.5.7) I„ = 1.000 (Importance Factor from ASCE 7-05 Table 6-1) G = 0.850 (Gust Factor from ASCE 7-05 Section 6.5.8) Cr= 1.327 (Force Coefficient from ASCE 7-05 Figure 6-20, 6-21, 6-22or 6-23) Cf2 = _O 000 (Rooftop Equipt. Increase per ASCE 7-05 Section 6.5.15.1) Reduction = y _ 000.0. % (from ASCE 37-02 6.2.1) Calculated Values q = 20.79 psf (from ASCE 7-05 6.5.10: q = 0.00256*Kd*Kr*V2*lw) G*Cr= 1.128 alpha = 7.00 (from ASCE 7-05 Table 6-2) zg = 1200.00 (from ASCE 7-05 Table 6-2) qZ = q*KZ*G*Cr with KZ per ASCE 7-05 Table 6-3, Note 2 A= Projected Area at height z Pressures and Forces at Z feet Above Grade z (ft) icgz (psf) A (f^2) F (lb) F(kips) 30.00 0.70 16.43 1.00 16.4 0.02 (Z per ASCE 7-05 Table 6-3 Note 2) 30.38 0.70 16.49 - 1.00 16.5 0.02 30.75 0.71 16.55 1.00 16.5 0.02 31.13 0.71 16.60 1:00 16.6 0.02 31.50 0.71 16.66 1.00 16.7 0.02 31.88 0.71 16.72 1.00' 16.7 0.02 32.25 0.72 16.77 1.00 16.8 0.02 32.63 0.72 16.83 1.00 16.8 0.02 33.00 0.72 16.88 1.00 16.9 0.02 (Building Roof) ?4 83+ 0.70 16.43 ;1.00 16.4 0.02 (Point of Interest) Total = 166 0.17 r • Project: -5 /1 qi"': LDC#: /Z Date: /04/11 Engineer. .1)/v% Page: of 14201 NE 200th St.,#100 • Woodinville,WA 98072 • ph:425.806.1869 • fx:425.482.2893 www.LDCCorp.com O:fa,;s'rCi ) j(l 2 I Al, 7-. r 4,5_12A61 e A.36 57 L -11111111111111111M i-oarLY 31 /3" fl°r. :7aG1* :;F e;3/►(-J- X 1s' - ?i O #./112t. 12. Zx1z. Jb1F _ 41S30 — -/ /.r-r, 3-2 /�: Vii:;,y =t (AND ) r. s Y'sr•-,E L= r ZS b°� — r 2. .7t).7 - (�,� /i ��) CULT) v - �t Y)(C ? , U '-''. '.fin r.;eira h E1 - . .q X210 �' '• ,' ,L� ,r �s�: � . PR35 Tigard Page: 6.978 SW Sandburg Rd Tigard, OR 97223 Engineer DAO'; 11-1 Project: -12=455-r Date: _10f1' 012 r Ffa?.Loads €iliWirri Loads on W21X62 Floor Beam ASCE 7-05 2.4.1 Basic Load Combinations (ASD) Loads Section 2.4.1 D = =528:00. 1. D+ F 528.00 Di = ='s-000' 2. D + H + F + L + T 1428.00 <-controls E_ --'-_T40 3. D+ H + F+ (LrorSorR) 528.00 _.:rte. F = _;�.=�-(TQ,Q 4, D + H + F+ 0.75(L+T) +0.75(Lr or S or R) 1203.00 Fa= 5a. D + H + F+W 528.00 H = "' - O:00 5b. (1 + 0.7*0.2Sds)D + H + F+ 0.7E 638.99 L= '�=`gao.o,QO 6a. D+ H + F+ 0.75W+ 0.75E+ 0.75(LR or S or R) 1203.00 Lr= ,t-_,O OC. 6b. D + H+ F+ 0.75(0.7E) +0.75L + 0.75Lr 1242.06 R = _ 000 6c. D+ H + F+ 0.75(0.7E) +0.75L+ 0.75S 1242.06 S = _.= X00 6d. D + H + F+ 0.75(0.7E) + 0.75L+ 0.75R 1242.06 T= --:_x:0;!10 7.0.6D +W+ H 316.80 W = -' _ =00O 8. 0.6*D-0.7E+ H 264.72 Wi= Sds = Section 2.4.2-Including Flood Loads WO= ' - O Q00: V-Zones or Coastal A-Zones 1. D + H + F+ W+ 1.5Fa N/A 2. D + H + F+ 0.75W+ 0.75L+ 0.75(LrorSorR) + 1.5Fa N/A 3. 0.6D -W+H + 1.5Fa N/A Noncoastal A-Zones 1. D + H + F+W +Q.75Fa N/A 2, D + H + F + 0/5W+ 0.75L + 0.75(Lr or S or R) + 0.75Fa N/A 3. 0.6D -W+H +0.75Fa N/A Section 2.4.3-Including Atmospheric Ice Loads 2. D + H + F+ L+T + 0.7Di N/A 3. D+ H + F+ 0.7Di+ 0.7Wi+S N/A 7. 0.6D + H +0.7Di+ 0.7Wi N/A D =dead load Di=weight of ice Eh, or Qe= earthquake load (must NOT be divided by 1.4 prior to use in these load combinations) F = load due to fluids with well defined pressures and maximum heights Fa = flood load H = load due to lateral earth pressure, ground water pressure, or pressure of bulk materials L= live load Lr= roof live load R = rain load S = snow load T = self-straining force W =wind load Wi=wind-on-ice determined in accordance with ASCE 7-05 Section 10 Sds =design short period spectral accelleration Wo= either the Overstrength Factor (Omega 0), or the Redundancy Factor(Rho) Project: - !cr rly,(, LDC#: 'Z - 111S r Date: A-9r/f7/ 2— Engineer: •'jT"62 Page: r of 14201 NE 200th St., #100 • Woodinville,WA 98072 • ph: 425.806.1869 • fx: 425.482.2893 www.LDCcorp.com /"LU�eI'7 v (2.) 1)0141k `('p i g(..-1 4,t 2 j+ t).— '7� '�I.'•r'•, t^rA.L-5-i'f!'!S•r1i)L) 1 < ' f'1y :J23/4Ø i r160)(71.ZA)4 K" rY L✓ f ' ? / 2 , f eiv 1140:53Tigard Page: S •-_ ar„6975_SW Sandburg Rd Tigard, OR 97223 Engineer: DAO ry Project 12-455_ = Date: ; 10/112012 - u.._. _ tEIooi=Beain AISC 13 Strong Axis Bending of Channels and Wideflanges Per Sections F2 And F3 WilM14.4 cab— _...:, 7,67 Or) = 09 d = R:�-�-21:000 in L= -:_:31:25 ft(Span Length) 1,,,= `_`:. 03400 in Lb= _ -t..0. ft(Unbraced Length) br= 48`—a.b in Cb = r-`£-: 1.00: (Conservative) tr= tr.-4,M0-45 in Fy= = 36. ksi k = _am1 l20 in E _ _Z129000 ksi Sx= == 12-7_.% OQ ' in Mmax= -" k-ft(AISC 13 Eqn F1-1) Zx= 1.44 0O0 in^3 MA. k-ft(AISC 13 Eqn F1-1) 1y= X57 500 in^4 MB = k-ft(AISC 13 Eqn F1-1) ry= -T x1 770 in M❑ _ - k-ft(AISC 13 Eqn F1-1) J = 3 1:830 in^4 Result= ASD (LRFD or ASD) C,,,= St 596Qj004 in^6 Calculated Values Mp= 5184.00 k-in Equation F2-1 Flange Compactness Check(AISC 13134.1-1) Mp = 432.00 k-ft bf/2tr= 6.70 A P= 10.79 Compact Flange - Lp= 88.42 in Equation F2-5 A,= 28.38 Lp= 7.37 ft kc= 0.58 h = 18.76 in Web Compactness Check (AISC 13 84.1-9) h❑= 20.39 in h/t„,= 46.90 c = 1.00 Ap= 106.72 Compact Web its= 2.15 in Equation F2-7 A,= 161.78 Lr= 267.18 in Equation F2-6 L,= 22-26 ft Yielding Moment: M„ = 5184.00 k-in Compact Flanges: Equation F2-1 < Controls Lateral-Torsional Buckling Moment: Fcr= 9169.86 ksi Equation F2-4 M„= 5184.00 k-in Does Not Apply. Use Equation F2-1 Allowable Maximum Moment: Mc= Mn/C1 Mc = 259.20 k-ft ASD Maximum Moment W= 2.12 k/ft ASD Maximum Uniform Load -�-r p Project: Pi-3Y 77c(�r v LDC#: /7 -Lirr Date: /(//'/ Engineer. /240 Page: of • LDc 14, 14201 NE 200th St.,#100 • Woodinville, WA 98072 • ph: 425.806.1869 • fx:425.482.2893 www.LDCcorp.com f/G aeC f 2x1 F/6:s- ,.?; r . ` p t L•Jain /s ,DF-# 2. /;,,(9, , . - , pee- Lcow —. 7 _ j, 17, 3/ �._ ,., A, , z 1 ierp-, .i, Sf ' De.ck _ 'iy -/f-r- s Y1 1 1.?J- 1.5-- ;rte/ /`r. / rt=z, S '3 =) 2.0 '/c- . . Aow;le ', Sr41, 02i---1‘4, 6°oat'i r?, r. I fY Q . s fr3l - Q4..fol %C /53ar•eyi .c �9 y� N 5t'i 0 ■ -- ..o pDu4l E .S•vle -5-i r1:1 h A . . � Sl/�%:e. ti) = 3400r0'4 4;'j = =7r3/' r `�/ /z'.g " w 3 b o 1 e- .j 5 f t:,4,-- E 9 W i p I R o o?, // .t V, '— 1J^ — zX3273 =• >s-Y,s- ,$-7c 12-455 PR35 Tigard Title: Job# 2X12 Floor Joist Engineer: Single String Absalyte Proieci Desc.: 1 1 Printed 1 OCT 2012.450PM Wood.Beam a ,�e_: ;iy•7"'-'r: :,.rA- 'r ' �3 ; •r"� '�., _� ENERCALC INC.1983'1012;BuIW 612,9 t6rVt•612.96 a� e . , • �LICI# KW-0fiDOS700��v ,.E �r. Frg'i...i _ _4 �„; u• ��-AFYi� _ �-�.�� _s gsz� z 4k- fati(; t TC"kn-S.0 4 L1, `i 1;q5 Description: Single String of Absolyte Batteries Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 850.0 psi Ehend-xx 1,600.0 ksl Fc-Put 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade :No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 31.570 poi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(0.05) D(0.1485) * D(0.3273) + * • v + t • • • • 0(0.026) V v v V + 2 •� - 2x12 Span=17.310 ft r-" " M T �`'z`V'''i Service loads entered.Load Factors will be applied for calculations. s :pPalisaa_oaas = i 5 ,.-_ _; PP Load for Span Number 1 Uniform Load: D=0.0260 k/it,Extent=0.0->>17.310 ft, Tributary Width=1.0 ft,(Dead) Uniform Load: 0=0.3273 k/ft,Extent=2.250->>5.920 ft, Tributary Width=1.0 ft,(Absoiyte Single String) Uniform Load: D=0.1485 k/ft,Extent=5.920-»12.340 ft, Tributary Width=1.0 ft,(Nokia GSM) Uniform Load: L=0.050 k/ft.Extent=12.340->>17.310 ft, Tributary Width=1.0 ft,(Live) .;DESIGN=SUMMAN- a-s f: _ __.r't]esrgn`_N€G _ Maximum Bending Stress Ratio = 2.793 1 Maximum Shear Stress Ratio = 0.793 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 2,730.03psi fv:Actual = 142.80 psi FB:Allowable = 977.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.530ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.068 in Ratio= 3051 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.355 in Ratio= 153 <180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&.Stresstasfor toad Goliibinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb Pb V Iv F'v +0+L+fi 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=17.310 ft 1 2.793 0.793 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.20 2,730.03 977.50 1.61 142.80 180.00 Overall`Maximum.Deflections-Unfactoredtoads _. ,- Load Combination Span Max.'-'Den Location In Span Load Combination Max.'+'Den Location in Span • D+L 1 1.3551 8,395 0.0000 0.000 12-455 PR35 Tigard Title: Job# 2X12 Floor Joist Engineer: Single String Absolyte Project Desc.: Printed:10CT 2012,4:50PM • _.__�..�.;..;._..;r_•i•ar-.r..?s_ 1�r __ d. .. -y F iiL'Ti..t .7 W.00d�Beam � �"` r, 1 =ti's_.._ '' _ �..� v.< ENERCALC,ING>1983F1iGr��8i4,a2916 Vdr61299fi 'r yY, r n w:r: a r:: au iCeliSEe Ld Y �I1C.-#°�KW-0i3Q09.7Q0�. �,.,��,.�; :�...�,� �r.�,�.��` ��;::,.,h�`. �v�`r.�a..�: 4r��71t�:^r4•laa3�i :��!�. a�x,rs�a t' �sz1n Description; Single String of Absolyte Batteries :.Vertical React lops Support notation:Far left Is#1 Values in KIPS _Unfactored_,-_ ;z::;,��. Load Combination Support 1 Support 2 Overall MAXiimum 1.629 1.224 D Only 1.593 1.011 L Onty 0.036 0.213 0+t_ 1.629 1.224-. 1.64 331 5.11 `6.04 0.57 11.31 12.03 13.76 15.49 17.2 plgar103(ft) 12. :.. 0.9 32 1.64 330 5.11 524 027 40.11 . 12: 1376 15.49 17.22 ;.' Distance(Ft) • ..._..,1 ..::::..... .. .. .. 720 4.05 6.49 0.14 9J0 11,42 1337 1471 a 00 Y a LD 11 D+L • PR35-Tigard Page: 6975<SW Sandburg Rd Tigard, OR 97223 By: Dl AO. : _ Project: 17.127-495,=.:1 Date: - .10/1/2012 2X12DF-L (North) #2 or Better Sin'gle'_String Absolyte 100G31 plus Nokia GSM plus D+L Flexure, Shear and Bearing in S4S Visually Graded Lumber per UBC-91 Dimensions for a 2X12 Physical Properties b = ^ 50 in Fb = 1650 psi (NDS Table 4A) d = 11`:25 in Fv= ,, 1B0 psi (NDS Table 4A) L = 17;3.1; ft(Span) Fcperp =625 psi (NDS Table 4A) Lb= - . :2.00 in (Length of Bearing) Ex= 1700000 psi (NDS Table 4A) Le= ___,:_.:_0:00 ft(If NOT per Table 3.3.3 Note 1) Ey= 1700000 psi (NDS Table 4A) Emin = x580000 psi(NDS Table 4A) Loads V= -1117737:00 # M = _-::7280:00. ft-# Adjustment Factors w= :0:;00#/ft Delta Lu = ` 0:0:00 (NDS Table 3.3.3) Wind? (Y/N) N':.; ( CD= 1.000 (NDS Table 2.3.2) CM = 1:000. (NDS Table 4A) Geometric Properties Ct= - 1.0015 (NDS Table 2.3.2) A= 16.88 in^2 CF = .1'..00-0 (NDS Table 4A) I = 177.98 inA4 Cfu= .__:;:x000 (NDS Table 4A) S = 31.64 inA3 Ci= - 1;000 (NDS Table 4.3.8) - d/b = 7.50 Cr= -:._ ?.:- =1;:1:50 (NDS Table 4A) Lu/d = 18.46 Km = ?=22300: (NDS 4.4.2) Kt= =0:590 (NDS 4.4.2) Calculated Values CL= 1.000 (NDS eqn 3.3-6) Le= 0.00 in (NDS Table 3.3.3) CT= 1.000 (NDS eqn 4.4-1) Rb= 0.00 (NDS eqn 3.3-5) CF= 1.000 (NDS 4.3.6) E'min = 580000 psi (NDS Table 4.3.1) Cb = 1.188 (NDS 4.3.12) FbE = 696000 psi(NDS section 3.3.3) CMb= 1.000 (NDS Table 4A, 4D) F•b = 1898 psi (NDS section 3.3.3) RESULTS FLEXURE(Strong Axis Bending) F'bx = 1897.5 psi fbx= 2761.0 psi = 145.5 % NGI Ma = 5003.2 4-ft M = 7280.0 #-ft SHEAR (fv= 1.5V/A) F'v= 180.0 psi fv= 154.4 psi = 85.8 % OK Va = 2025.0 # V = 1737.0 # END BEARING (fbp=V/(b*Lb)) F'cp = 742.2 psi fbp = 579.0 psi = 78.0 % OK Pa = 2226.6 # P= 1737.0 # Deflection (A=5*w*Lu"41(384*E*l)) A = N/A Project: /2/-J? /1G-"_r'::C U LDC#: /2 -"/-3:f- Date: /t9/ /j2 Engineer. /-7, Page: 1/ I of ■_ 14201 NE 200th St.,#100 • Woodinville, WA 98072 • ph: 425.806.1869 • fx:425.482.2893 www.[DCcorp.com 1 )?. /-7,-,, ,Toi ct ALroly re. 1 , Do ,l�. ... L.o 44 P!�= Yi£4"-/ ,r;rl `1 6sy,s i - L _ra Apr D=26tx4, l 3,667, 1=417 , r ,,,,„..., Ati.aizp-t...,r, // - ?o? ' -* , ti _ ,50.03 4 —Fr.', t fC-71) < 707p . ; 12-455 PR35 Tigard Title 2X12 Floor Joist Job; Engineer: �� / �"°� ' - : Project Desc.: -• �nte¢ I OCT 201�.447PL� 0o Beam ___ _ - _ XL40:6-KW=46009700,,, �* 1. ? ' - -, '` EPJERCALC iN- 1963-20118wld B 12916 Ver6;1291a •,r� .,,•.: . -F ®•,..A- -sue W4::-..c..Ti v'"i-1yM"x'm :L1= 1-ttl �_. -a-3 in Description: Double String of Absolyte Batteries � UCensceRDC. gCR Calculations per NOS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1600 ksi Fc-Prll 1400 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade :No. 1/No.2 Fv 180 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 500 psi Density 31.57pcf Repetitive Member Stress Increase L(0.05) r • L(0.05) D(0.6545) r 0(0.026) r r + v 2x12 Span=17.310 ft Lo Plietl ads, ` ` z '" _, s ' AP Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0260 k/ft, Extent=0.0-»17.310 ft, Tributary Width=1.0 ft,(Dead+Live) Uniform Load: D=0.6545 k/ft,Extent=1.167->>4.833 ft, Tributary Width=1.0 ft,(Absoiyte Double String) Uniform Load: L=0.050 k/ft,Extent=0.0-»1.167 ft, Tributary Width=1.0 ft,(Live) Uniform Load: L=0.050 k/ft,Extent=4.833-»17.310 ft, Tributary Width=1.0 fi,(Live) tESIGN:SUMMARY , QeslY€O __ Maximum Bending Stress Ratio 2.751: 1 Maximum Shear Stress Ratio Section used for this span 2x12 Section used for this span 2x12 1 lb:Actual = 2,688.87 psi fv:Actual = 2x12 FB:Allowable = 977.50 psi Fv:Allowable 180.40 psi Load Combination - 180.00 psi Location of maximum on span = +D 674ft Load Combination of xim +D .00H Span#where maximum occurs Location of maximum on span = 0 OQO fi - Span ff 1 Span if where maximum occurs = Span 41 Maximum Deflection Max Downward L+Lr+S Deflection 0.298 in Ratio= 696 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 1.273 in Ratio= 163<180 Max Upward Total Deflection 0.000 in Ratio= 0<180 __.. Maximum Forces&Stresses for Load Combinatloiis; Load Combination Max Stress Ratios Moment Values Segment Length Span i# M V Cd CFA/ C i Cr Cm C C Shear Values 4D+1_14-1 l L FA fb Ft V fv F'v 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.310 ft 1 2.751 1.197 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.09 2,688.87 977.50 2.42 215.47 180.00 Overall Maximum Defle ctlons i-Unfactored Loads. - Load Combination Span Max.'--"Dell Location in Span Load Combination D+L Max."+'Dell Location in Span 1 1.2726 8.049 0.0000 0.000 12-455 PR35 Tigard Title: Job# 2X12 Floor Joist Engineer / --2#tEmittzirlp212ELyisr. Project Desc.: Prinkt I OCT 201Z 4:12PM :-:1/Voci-d-IiiiiiirciaTe,11:22*--±- 57:-#1 -:,i-, :-,•:•,,...-'-:-:,.:,r'-.,.-..-::.--- , ..,:•,-:--.. ....:-..-,..,-4-...--,, ,..---...,-....„....„,,.-...,,..-..„..,, , ....,, ... ,„..., . , . - .'"'•-•-•'"7.- 7'-'-'-"''''''''''''''-."''' - • •'-...-- -•L''`'''''''.:71:: ''''"•7--"'ENER041:1C,IN6.1983:t2:1.13iiildi612:148:.Ver.6.12.916:- • ,E1-24-toTKIIVR1600971303, 1a.Mtti Zaiii. V.Ifikfitelt&i•-j_47:WRIE---ti-.441."a1MMI,3-7-7 -Aitlarrif,g7fticidii-sWatoc,Mik,1 Description: Double String of Absolyte Batteries .TVklail3fillIiiifliAntiatir'ea*-11-:- 1 - ! ,,'-.'., -.. Support notation:Far left is#1 Values In KIPS Load Comblnalian Support 1 Support 2 Overall MAXimum 2.490 1.042 D Only 2.209 0.641 L Only 0.281 0.401 D4. 2.490 1.042 7.2 `V 13.6 . ix BEAM-a a• , 1.04 3.311 12.03 13.76 15.49 17.22 . . . . . II 4414.441 1.6 - 33 Z BEAM-a a ___,.._.... . • '—'-'4'''' ..._.... """... "...."" ^"...................._.,„_,......._..._..._..........„..._..._...... ........______._____„ •1.1 1.64 3.20 — 5.00::: - 6.114 • . 057 117.30 " 12.03 -13.75 • 15.49 1732 • • -... .. . REAM-a a ... 1 I ' • .0.3 MIIIIIIMI --.L.—____—__ ..■..men0111...111111111111111111111111 /011.1...' ::• 4..... . :F. %I •• •i. 1.50 1.2a--:: - 4.03 5.40 - 8.14 ': ' , 9.70 11.42 13 07 14.71 . .. . : . : !DC, Inc. 12-455 Appendix ,�,. 1 OREGON 46• i I 122• 121' 120' x'1199" 116• 117• 111 I OJ' L1UL71JOAtAN „: j.0....!"...' igF RIVER v.,! ... ••f7?. HOOD / f v}rY:r} I !l iii O �� 45.I Iffi iii ,r_.........., z .r. g.. .�- v ,, JEFFERSON I ia.W i '-' "6'..afiatirafINNIIIr . -"ill oRANIT „„,..,,,, �o iiv0, 9y. :•. I `l ` d1/4:k�" pa.4 CROOK idll �'T f' '�C �� ! •oEschiuns iv.5_,rt,,,,,•'S:•:::,,}.::„„:.iltys.4„,•^yr:rwtiy�x. � •�! •!x Crv�x`�'f! :l:r'C r:;S i ::yi:�s S•'•:-r:.Y•{... t j X�� : . y-::a I�ALHEUR i COOS ::::: a.ar�.lsz •t Y•,:{}.i' f.:}I.0{:vn, , 43' b1Iiiraiii Ill n ' tiff m►R�?frrr 'r A'i �.}i�':Y:A.Mi;s{t 412• .. r ,*r git& 441,::0A ,;itiA 4r 7 24• f23• 122' 121• 124' 119' 118' 117' 1. All areas with full ea-posnre to ocean winds shall be designed 105 mph areas. ?. Areas in Multnomah and Flood River Counties with Full exposure to Columbia River Gcr,ge winds shall be designed 105 mph areas. 105 mph :;;;F:::::::: 95 mph ( 185 mph For SI: I mile per hour=0.44 m/s FIGURE 1609 BASIC WIND SPEED(3-SECOND GUST)IN MILES PER HOUR(x1.61 for km/h) _ �" . * - 5',,. h :r , 1-.;r 3.h....-----`''' -¢: 4+ 'rk ••"` 4,..pi�'. ,. . •� • �'K�L�i_.... .,,,,;FZ ,. • -S ,re a. ' rip"- '' ° c 441:71'&2.2141.1•:-' 0.7r 4,■44t '..,• '' ,-e •':p altbilarrY V 4 -1 r tu k s .. a ,, _+::" 45,` �''%S ue ; _ •t' l , zr,.qTp,.,,-- ;F iha:' _3 r A i3'c-..:4 ` i 0 ' , G J*i15.R N'.+_' =:.:4-1, la 5iriw,t M ••_ ^at.'1. rZZ0 is n :.5-1.12, ;_ K A.-4 k s• ;:... ,.: , ! a1 :41r 4 " ` • 4-- /JDs- 05- Table 4A Reference Design Varies for Visually Graded Dimension Lumber (2" - 4",,,-,-.. (Cont.) thick)12'3 ,,\,,`, • (Ail species except Southern Pine-see Table 4B) (Tabulated design values are for normal load duration and dry service conditions.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values In pounds per square Inch(psi) Tension Shear Compression Compression Modulus parallel parallel perpendeufar parallel of Grading Species and Size Bending to grain to grain to grain to grain Elast ity Mies commercial grade classification Fp Fr F„ Fci. Fc E EMS Agency .BEECH=BIRCH=NfCKORY -- ;` Select Structural 1,450 850 195 715 1200 1,700,000 620,000 No.1 1,0`0 600 195 715 950 1,600,000 580,000 No.2 2'&wider 1,000 600 195 715 750 1,500,000 550,000 No.3 575 350 195 715 425 1300 000 470,000 NELMA r i- 511-1 7.",.'4.-'4 -`4"W a9 ? r' a3'x .,'St1fd'��1'�n. w'. t C� tr,„�. 1 e!••'� t� r 5 ev ar�+�!a�.t'�rs-`50�' WTI 95rw f+r 7i k i�'(�'' :8 s, vd: 4 0, OI; Y R ,,,,i�,F ,i, r � 'V .. ut, .u3 '� 2 etrtop1 J 19 co'nsEitY¢tl5n I; v� 50 � 5 ti�1 - ps'� '�000`i - ' Ma. • . ,E4 aeI''r 650 • ' t,,,...0%,, w• �5 = 5 qq �,,..,:l." ; coo 444, 4a9_0,01 1.l§.. is l" .'r i'.... •1't c.'I Fa fi ,.& * 4^`4.„.,%..4.3.,:,,-,7, „1 1 1 .,� r. s. 7 .ci ft "."• m< l�i�r r .j_" l,;a ua xY s6. i YOJ dfi4�ti rxi $`a°oi �ai' ,s `ve5A0 1.5 0000; f'COflONWOODt 13 ' ., ', ' Select Structural 875 525 125 320 775 1,200,000 440,000 No.1 625 375 125 320 625 1,200,000 440,000 Not 2'8 wider 625 350 125 320 475 1,103,000 400,000 No.3 350 200 125 320 275 1,000,000 370 000 NSLB S TITX.R.! ri 1ayc� n`LnF"itW3'sr rrtp,47 ft,..w.- ",- 92','i '? n:;5fs` 3 q .wt b2Otl'.jrw c ! iR50,d fCo S t. 7eb Ly 11n p A h1 b0 h: 1 lt.i r[ +�t5 8I 7 j SE�1 144 at1UlQ�' • �`e , A' -.•t a l'Na•1: _h •,, 1 ` ^'I I�G! ?gt �" ,� tit ar a r i 9 0p . �tandH . + o. der ..,., , .. T-�04, r. s'1 . - % rr `2t , g �. ��+ w,F � �.-- 4-. ,- L 4 25$ ...;� , s 40 a> tlttty te �. mr� i#. " be �..a 'a 32 0000Q 3�I3,p0 J ,OOUGLIAS FIR LARCH ` : Select Structural 1,50D 1,000 180 625 1,700 1,900,000 690,000 No.1&bit- 1,200 800 160 625 1,550 1,800,000 660,000 No.1 2'&wider 1,000 675 180 625 1400 1,700,000 620,000 No.2 900 575 160 625 1,350 1,600,000 580,000 WCUB I No.3 525 325 180 625 775 1,400,000 510,000 WWPA r0.117t t '_ 'iFITIP. is ,,.�'s}r., 'y 2d6zido".,„.rcPszoT1 ,Fklw Sri ,L: "ate,. €25 e`r. ' V f0 , `,-IET51fPTl0Q:i; -1,: , ` ,w+ a r cr t t 0r Al r x s 5D .,�r. D 030 _, E'7 5ob'b00� Cc�nstr c io N a t; { w w S nd r 1..- - "� st; " 1 ,,p„.„,. i,,n,.r 7 3)nt a.. '• r16�25• ,1ss,a 0 1 . Ii 1 001 q iu 00 .It-l_ r 1rfN' : {�. .: �aas lZ. '4�_.. '-„ t,.x `�' ..._.: I`iQpwi u n' ` ,1 l. 2i r 5 60 :o zs�_ st6a . qo ag, � T 01 oD" ;DOUGL,ASFIR-iA RCH;(NORTH) Select Structural 1,350 825 180 625 1,900 1,900,000 690,000 No.1&Btr 1,150 750 180 625 1,800 1,800,000 660,000 No.11No 2 '• 2'&wider 850 500 180 625 1,400 1,600,000 580,000 "� , No.3 475 300 180 625 825 1,400,000 510,000 NLGA VIrI Fwr .'jderanl.3.660`3•' p..,,� ,, a, ., '1,s:, "``1289 ' .t�.n.a,,'90Tgr. t"ci7vTOTIS}*' 'C'-r`.31406d° .r.t3anstiucao At. f ri r�. 950 �a` " .- 1 5 r -*:5 r r,sta'del ; �. .. blv, °' y, gyp• • Fv� 0: �2 l e � 2 � 32 � � 62 95 QO-00 r'-95.5 rt: 1" 00001 Y'.- ' O'Oyi)1 ,QOUGI.ASFiFt SOUu ,s`Av'z:- ?4;t- • Seloct Structural i 1,350 900 180 520 1,500 1,400,000 510,000 • No.1 925 600 180 520 1,450 1,300,000 470,000 No.2 2'&'wider 850 525 180 520 1,350 1,200,000 440,000 No.3 500 300 180, 520 775 1,100,000 400,000 WWPA Siadas_ •i'� ? 7:A.,„ki,f"'- °2 8T. rder' "» 6 55 °rr5?.•}(',2a. (k+• B0 Mi•-20ii nar, -iII.5ga>`1 `r 'rt ,.a aa,�; p0'000:� e-. ,,x:,.W. r. i e-.Y3� ; 2:r 1�iL �s FIG f 0 .-�1.+11 �•TP��°yam � a y °+ ,-r- �Nt'J1 'o&--, ` i n 4t r ce � °7-5 `-41.fi0 a 't fw .,t 521 , ` tlfr' 0 .,., T 2cfaLoo 34 1c Syc,E. 1 060, t 7d o �f.u,s r>> r 4., R� E..�s'0a s Sp i tri :.:5200,.0, �'sri0- x000,1 i - t00�O14 i ell -- „, qa-10 ..7 ';; , ' � x To ' 545 ,�: o, P ��>. 5 04,)..fs. -Q0 .'"=,1•t°ow 1 q _:,: a7w011iO0 . _ -EAS' ERN HEMLOCICr8ALSAM'FIR..' Select Structural 1,250 575 140 335 1,200 1,200,000 440,000 ~ f No.1 775 350 140 335 1,000 1,100,000 400,000 I( • No.2 2.8 wider 575 275 140 335 825 1,100,000 400,000 .t No.3 350 150 140 335 475 900,000 330,000 NELMA ., -',1 Tir„,�� ,7,ENtaf1,,19,;j;`f A' 'z&,�'tider' ,,�,t'Sni T c, ,-,-,:?ZS to r r.tn kt1 I0 S if 1+ t.�,`°'33 rdse k52S T"1"� 0�!, 7"-4-e �t3Q`I ^i NSI,B f' e `,4r�51NOrl.' 'x'ti� M t•4 ,,, a 14`;::60r~ Y, op.4 ,.}d�u' 933 -? c"R. 1'°. •, ,,4 II 000 f 00 ,tarp 4'x' ' rw.. t 1 z- t.:u' y�?,r.:50 te, sikka -. 1', �ay..d.s• i,Nk�� 4 s r.. 4 � ,a 7 + .>ksek;5 ,, t �.a. 95'3. .-�-.l�t+� 0 � -•9 t0��t- ��. �30 0 r0�ar 't g�`:.,v_ 1 i A e In' I��i' a.•t.rr `1 17 a ', g"� {tC„.:414 ;eg::"1''a 9.. .1�s5.0 :'� !0!_0 w �i,*'rfl1?11 x Y il P AMERICAN WOOD COUNCIL "l-t" N TABLE NO.25-A-1—ALLOWABLE UNIT STRESSES—STRUCTURAL LUMBER—(Continued) � a "' N to Allowable Unit Stresses for Structural Lumber—VISUAL GRADING j (Normal loading.See also Section 2504) ALLOWABLE UNIT STRESSES IN POUNDS PER SCUARE INCH EXTREME FIBER IN BENDING F GRADING _ Compros- Comoros- - RULES Tension Sion par, sfan MODULUS UNDER SIZE Single- Ropolitire- Parallel Horizontal ponoieular Parallel OF SPECIES AND CLASSIFI- member mombor taGraln Shear to Grain la Groin ELASTICITY WHICH COMMERCIAL GRADE CATION Usos Uses F, F,, — F 1 21 F, E 21 GRADED r DOUGLAS FIR—LARCH(Surfaced dry or surfaced green.Used at 19,70 max_m.c.) DOUGLAS FIR—LARCH(North) Dense Select Structural 2450 2800 1400 95 730 1850 1,900,000 Select Structural - 2100 2400 '1200 95 625 1450 1,900,000 - Dense No.I 2050 2400 1200 95 730 No.1 Y to 4" 1750 2050 1050 95 625 1...150 1,800,000 Dense No.2, thick 1700 1950 1000 95 730 1150 1,700,000 No.2 , 2'to 4' 1450 1650 850 95 625 1000 1,700,000 �- No.3 , wide 800 925 475 95 625 600 1,500,000 NLGA, 1 • App�ncE 1750 2050 1050 95 625 I500 1,800,000 WC LIB, 0 to Stud 800 925 475 95 625 600 1,500,000 and Construction 2'to 4" �FWPA C 1050 1200 625 95 625 1150 1,500,000 z Standard thick 600 675 350 95 625 925 1,500,000 (See footnotes m Utility 4"wide 275 325 175 95 625 600 1,500,000 2 through 9, 0 11,13,15 Dense Select Structural 2100 2400 1400 95 730 1650 1,900,000 Select Structural 1800 2050 1200 95 625 1400 1,800,000 and 16) 03 Dense No.l 2'to 4" 1800 2050 1200 95 730 1450 1,900,000 C No.1 thick 1500 1750 1000 95 625 1250 1,800,000 7-- Dense No.2 5'.and- 1450' 1700 775 95 730 1250 1,700,000 CI No.2 wider —1250, 1450 650 95 625 1050 1.700,000 z No.3 and Stud 725 850 375 95 625 675 1,500,000 17 Appearance 1500 1750 1000 95 625 1500 1.800,000 0 • - O m A,: ( I ( ( I ' I I LDC October 26, 2012 THE CIVIL ENnI EEiINCCRauP Velocitel coin rrii2relai c/o: Paul Tibbot, P.E. In!ia rot_lu=c. ME Manager 4004 Kruse Way Place,Suite 220 Rec,iain911 i Lake Oswego, OR 97035 RE: Level 1 Structural Analysis PR35 Tigard 6975 SW Sandburg Road Tigard, OR 97223 I. Introduction At the request of Velocitel,we have performed a structural analysis for the addition of(1) Absolyte 3-100G31 double string battery and (1)Absolyte 3-100G31 single string battery to an existing equipment room on the third floor at PR35 Tigard in Tigard, Oregon. The analysis was 0 completed in conformance with the 2010 Oregon Structural Specialties Code(OSSC-10), the Steel Construction Manual (AISC 13), the National Design Specification for Wood Construction iNDS-05), the Uniform Building Code 1991 edition (UBC-91)and the American Society of Civil Engineers Standard 7-05(ASCE/SEI 7.05)under'the following site specific conditions: Basic Wind Speed: 95 mph (OSSC-10 Figure 1609 for Washington County) Exposure Category: B Occupancy Category: II Seismic Site Class: D Based on a visual inspection performed on September 27, 2012 the batteries have already been • installed in the equipment room, This analysis assumes that the floor was properly constructed • per the original design documents. The following sections detail the proposed configurations. II. Proposed Configuration 0. Add (1) new Absolyte single string battery and (2) new Absolyte double string batteries to an existing third floor equipment room. All existing equipment will remain in place. Conclusion 4. T, I Based on our analysis, the wood 2"X12"equipment room floor joists were not adequate to a carry the new plus existing loads. The new Absolyte batteries must be supported on new WWPA Hem-Fir 3X14 joists installed between the existing joists. The new joists will be supported by the existing W21X62 girders by Simpson HU314 connectors attached with X8 Tek Screws. Blocking cut from additional 3X members will be ripped to fit between the tops of the new joists and the bottom of the existing plywood flooring. The batteries will be attached to 'i" thick spreader plates which will be bolted to the new floor joists with Y2"diameter lag screws. a LDC must be notified immediately if site conditions are found to vary from our assumptions as o • additional analysis and design may be necessary. z n Engineering _ . _ the Standard Our calculations are attached. Please contact the undersigned with any questions relating to this work. LDC, Inc. P Ore 0.1G E ct- 629350E Ad [EXPIRATION DATE:5/3V /f | Mark Villwock, P.E. g•,. , . - ~ � LDC 711E CIVIL ENGINEERING GRUUV (Gin rw�rc_a) inirastrurtury 3 ATEtT cuFdal_t� lI ; PR35 Tigard Structural Calculations: New Absolyte Batteries in Existing Equipment Room O L.�V J Prepared for Velocitel clot Paul Tibbot, P.F. 4004 Kruse Way Place, Suite 220 Lake Oswego, OR 97035 Prepared by LDC, Inc. 14201 NE 200th Street, Suite 100 M Woodinville, WA 98072 (425) 806-1869 r1 r` O Engineering Review: Mark Villwock, P.E. � r�0 PROFES 1 �NUtN��eR 6'104 6291521 O `It OREGON A \a' 14, AtRY 11 OG ri October 26, 2012 (ExPIRATION DATE:6r3Q/lq I Job No: 12-455 O- ro Engineering F. the Standard LDC, Inc. 12-455 PR35 Tigard 6975 SW Sandburg Road Tigard, OR 97223 Design Criteria Wind Loading: Basic Wind Speed: 95 mph (OSSC-10 Fig. 1609 for Washington County) Exposure Category: B Occupancy Category: IV Seismic Loading: IBC Site Soil Classification: D Seismic Design Category: D Occupancy Category: IV 100G31 Absolyte Batteries: Single String: 3000 lb Double String: 6000 lb Project /?/13S 17of &G /�fJ n LDC#: /Z w 45 Dale: /0?//2" Engineer. D . A-19 Page: of LDC 14201 NE 200th St.,#100 • Woodlnville,WA 98072 • ph:425.606.1889 . fx:425.482.2893 www.LDCcorp.com /La9 r-F/da - cl o i • Do wil c. Sfre /%C_ = 4004- , Teri-t - - 492-17 rt > I,3t8� .si rn 4 6y(2)Zik (1'U 59. (W') Nalect zx/z ,To«t ( 1 PIZ) ! 1�s!!pra...4r-Pralre Ara ra 4re Low poi °r Do;L/c 2,Sr--�D _. ' ''� 1I1 9 4 Em�ihs Tar -rC�l2� �� i�Thiro r��ili1 +I� — I 1 1 av "zist(52 • IIS" 1 • serffnIc /o AU.11e � - •�Ss[J: 92X-71.'2A'a .2 � . 6V e rt n r'Mcj 6-1/. Out! ' . boCt.k/e =✓J70 X Z.g�f 4/s x 3 a _ 9[3 / - S/ 1 e 2:5-4 0,3 4,5-)4 5,4 . r • / �� Ysr�l'G.� 3�[j-P., L Dolfrt 615 4r1 0><cr. 37,17.1f.- . 133 4. = ) -,rte.. ;F:Tr3firiiiTrd Page: -*•• VINCSVigandburg Rd Tigard, OR 97223 Engineer: MDTA:04:i: Project: W255.ii Dater 71612•612411 ARITITelbattery on Spreader Plate ilitidffefgring Inside 3rd Floor Equipment Room Overturning Calculations ASD or LRFD? -i;t4AS Height f5731ft Width= a--3.0C)ft(Bolts) Length= fGQ ft Wt 1 = #(Double String) CG 1 = rit-.3.12752 ft Wt 2= # CG 2= ;t3: 4771:1100 ft Wt 3= Mi.3a00# CG 3= 14:2,;-:;= 0:00 ft Wt 4= 000 # CG 4= giEM • IRR351Tigard Page: 4. :50:73:WV3andburg Rd Tigard, OR 97223 Engineer --;400:;-.1 , - - Project: Date: .:1-612-571012 FAbtiiitlattenr on Spreader Plate Sitititifigiring Inside 3rd Floor Equipment Room Overturning Calculations ASD or LRFD? Height= 287 ft Width= 3,00 ft(Bolts) Length= [ 3D0. ft VVt 1 = 300000 #(Double String) CG 1 = -; 143 ft wt 2= # CG 2= 000ft Wt 3= L000 # CG 3= J0C0ft Wt 4 = 00 # CG 4= ft Weight= 3000100 #(System Total) CG= W A-.4. 43.,ft(System Center of Gravity) Weight 0CC #(Foundation) Min S.F.= 1:50 (Overturning Safety Factor) Wind, qz= CP= - 1 43 ft(Center of Pressure) Sos = :77k--T0?707 Seismic Design Force, EH= ti410 *Weight(ULT) Wind on the Widest Face per(ASCE 7-05 2.4.1 Comb 7) Wind Area,Aw= 8.60 ftA2 (Worst Case) Wind Force,Aw*qz= Fw= 0 # Overturning Moment, Mo= 0 #-ft(ASD) Ev Resisting Moment MR= 2700 #-ft(ASD) S.F.Against Overturning= NIA-No Wind Load Weight Downforce=R1 = 1500 #(ASD) No Wind Uplift EH or Fw Base Shear= 0 #(ASD) v Seismic per (ASCE 7-05 2.4.1 Comb 8) EH= 0.28403000.00= 852 #(ULT) Ev=.2S05*Weight= T) A R1 S12 R2 Overturning Moment, Mo 855 #-ft(ASD) Resisting Moment MR= 2255 #- ft(ASD) S.F.Against Overturning= 2.64>1.50 OK S=Min. of Width and Length Downforce=R1 = 1997# (ASD) • No Seismic Uplift Base Shear= 596 # (ASD) 12-455 Tigard illle: Job II Bar Grata Engineer. C Project Desc.: J _ _ Ri14d:15 OCT 2512.7JaUd ---- - --_ _ -° _ - �t 7,11E:1 0.17ETE__Tn112-a:SA78Tr.PR35 i a�lPala i�ra tec5.3- Wood=B.eam ':;,,,_:4-_- ,_� - =--:- ,:.- = - -- ---"�_, �--`. - . . -: -. :-_� :- =EVEPC�IbC17°83 2812 Bu9d:6129.t6,_V�6,12916 Uc'41:.KW-06009700.:: -._-.. - =-- ,-. _j.- i__ _- ==c-=� � Eicejlsec CDC,-Irid= Description: 3x16 Joist Moments and Shears far Dadgn COb P-EFERENGES:77-i--_ _ 4nr:=--.:.. Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1100 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1100 psi Rend-xx 1500ksi Fc-Pril 1350 psi Eminbend-xx 550ksl Wood Species :Hem Fir Fc-Perp 405 psi Wood Grade :No.1 and better Fv 150 psi Ft 725 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.485) E(0.571) • i • • i 0(0.243) E(0.16) V 1' • • • • ` -- sL --- --- _- __ _-= 3x16 • f Span=18.0 ft • =apGe,Lpa 4 - : Service.loads entered.Load Factors be applied for cafculallorts.-Ap ds -: w'-r__ . r _�u ,_.z Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0=0.2430, E=0.160 Wit,Extent=13.750->>17.0 ft, Tributary Width=1.0 ft,(Single String Absolyte) Uniform Load: 0-=0.4850, E=0.5710 kid,Extent=2.0->>5.250 ft, Tributary Width=1.0 fl,(Double String Absolyte) ^DESIGN SUMMARY-: T_ _- Pest.MO -- - Maximum Bending Stress Ratio = 0.938 1 Maximum Shear Stress Ratio = 0.661 : 1 Section used for this span 3x1 6 Section used for this span 3x1 B fb:Actual = 1,064.17ps1 iv:Actual = 99.20 psi FB:Allowable = 1,138.50 psi Fv:Allowable 150.00 psi Load Combination +0+0.70E41 Load Combination +D+0.70E+H Location of maximum on span = 4.860 ft Location of maximum on span = 0.000 ft Span 4 where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 In Ratio= 01360 Max Upward C+Lr+$Deflection 0.000 In Ratio= 41960 '4 Max Downward Total Deflection 0.494 in Ratio= 436 Max Upward Total Deflection 0.000 in Ratio= 0 <150 • 'MaTnum l rtes 11;:Stres-t s_for Load Cagibir adohs'� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd 0FN Cl Cr Cm C t CL M lb Pb V iv Fv +0 0.00 D i e 0.00 0.00 Length=l B 0 fl 1 0.536 0,375 1.00 0.90 1.00 1.15 1.00 1.00 1.00 610.29 1138.50 ino 56.29 150.00 +0+0.70E+H 0.90 1.00 1.15 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Length=18.0 ft ®1 0.935 0.661 1.00 0.90 1.00 1.15 1.20 1.00 1.110 1,064.17 113630 252 99.20 150.00 ,. +0+0,750Lr+0.750L+0,5250E41 0,90 1.00 1.15 1.00 1.00 1.00 0.00 0 0.00 0.00 Length=18.011 1 0.835 0.590 1.00 0.90 1.00 1.15 1.00 1.00 1.00 7.68 950.70 1138.50 2.25 68.47 150.00 +43+0.7501.+9.7505+0.5250E41 0.90 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 It 1 0.835 0.590 1.00 0.90 1.00 1.15 1.00 1.00 1.00 7.68 950.70 1138.50 2.25 80.47 150.00 12-455 Tigard Thin: Job# 4:7 Bar Grate Engineer Project Desc.: Fantod:25 OCT 2012,7:411NA .1firabdi tiFiliii0="1---Z&ZtP - 6C7K7ft........,3.377F,i,. .?:i:?:::F:k:E=.-- --"E.--;:'-'+ '.7 .72 .71.Fle=l;.1?;VOJXTelegint12;452T/411F-2_9351Thinicajg.;&0/4gAggicE_::::::.. .7.P.-..------- ---17' '-----, ---'17.-W1-7-'7'-t'="---- --- LL,;:--- EtIERCALC;T1T,149121312,43ullst042.9,10;',Ver.6:12.9M;:7.11 '1-1a#■:7KV19360097.007,4-:41t-.. Description: 3X16 Joist Moments and Shears for Design Load Combination Max 5:less Ratios Marne nt Values Shear Values Segment Langth Span 4 M V Cd C Fv C1 Cr Cfr, C t CL M fb Fb V fv F'v 40.50D40.70E+H 0.60 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=lab ft 1 0.720 0.511 1.00 0.90 1.00 1.15 1.00 1.00 1.00 6.62 820.18 1138.50 1.95 78,68 150.00 Pstiv4140:1411:r1.11:1:1-10ittib..1-00.17:Etirrralrfigliiii5" Load Combination Span Max.••••Dell Location In Span Load Combination Max.'+'Dell Location in Span D+E 1 14943 6.460 0.0000 0.000 I 1.illeTtlia I:tleiairail-PWOrkalaSF4MraSk Suppart notation:Far left is 41 values rn KIPS Load Combination Support 1 Support 2 Overall MAXimurn 2.998 1.878 0 Only 1.4.40 1.058 E Onfy 1.558 0.816 0+E 2.998 1.876 .• 4.1-'. : I •• . IA•:. •. ••• I Iffl,MNIMM 111.1111111111111111111.1111m .:. •S iI.4 :..7 '. •••.•• ....• • Illb''' s 1 • . . '" •-.7.-:.1::•=7. .•-••::1.711•• .5.:14.'“Agr':':-....:: '.:. 1:q41• :'7"..4'.1.4! 1.....;-:*- I.M. .• ;:9;:;-;an', :::,:,•: 442 • - ..14.11 •:::'....,..:.; • •::-....r:;...-y., : "*•.',....:.ti....• • : Yr Lwf,V.....• ... .477:1• ... ::F-...:-. .„-:., -... - ..-....!...4.0,,.!...-f......p.......#:....i.........-..:i....... . :..4.......44.14 ii4111.11110441.72,+11 '. r•:"•••••4•••'•:.••••• -.:I 4:"•• • • - • 4LI:"'""-•"•-••• . ' . ''',. ....r.,.... • a. os :- . . • I I , .11 12AM...absi ' 1 1 ----------- - .........„------■_,_....____.....• . .- • .'';7.7 7....X..1.71.• 7:;•... ;1;11. :• •••RI•:•••-• ' ':. las--:-..-.- • a.s1 :wqr'• • :•ix.r..: •:•:: •..•34.31:..:....-.:..,..:35,a, .-1;.-....Am. . .. .. . ... •. . ..... ..- . *a4o'.111:4140.713011 38+15.0.7:C1.441.7301.40...UnetH a+o•po-rsal..4:41,:ro,1isla.0 pii.■:ootti.o.vaorts ' ::::::::-77-7:'•-•.. .'..7.. . • 7 7::•?,.1'.1),..7..7.0.7,•, - •• •• DEM-.P•• •'.-, : --'-...--.....L.._..„_.... 1 0 .01.3 ,-„. _- 1.„.....e••• '''''‘,......,,....,,,,‘,.,. "-•-•-•....- Z.6 '11.2.s 2 . -11.111• . , '-----.---......-"r..■..... , • -0.50 . . I.L2 11.10 1353 1530 17.70 ... . . ..... . . ., . ....: • . :•, ••Catilliillti .• WOO*a a0.1,a 11.4 i Project: f'7A-.75- 1 area, LDC#: l z-qs-r Date:. / 5;4 z Engineer. .1',4- Page:_l_of 14201 NE 200th St.,#100 • Woodinville,WA 98072 • ph:425.806.1869 • fx:425.482.2893 www.1DCCorp.Co.n N_Gw- p/a-a7- Fro, E `rc C Jt d itsls X10 = Lat9 3O -fir: V : /M it = F3-70 -Sr; _ zSzo A53-1,,,c. 6,4 Jir pa/TC 0P. -. /Vivu� t 3'- vz/X6 Z, k ; ! wood it \.. .:... C�rr��i✓ = z. - 4:t F ,&4ae � sis cow,4,41 ;le•K -F..L 1/ 3Xiy if 67k co - ick-rt,t-c &rut 3Xic1 it 3 C/J1Lr Y,$) = 3XS,7c P.} Aike -ris 4y712-it 3XIV !S p1T zO/ • ( �S� POu, O4' kiocg- PAokX- , ^ /�� 0nnu Page: ' Rd Tigard, OR 97223 By: Project: �112,--.455,=1 Date: .1012512012 F ��N�' @�1-4(VVWPA) Hem-Fir#1 or Better FIèUtiieck: Dead Load Only for Absolyte 100G31 Batteries ` Flexure,Shear and Bearinq in S4S Visually Graded Lumber per NDS-05 Dimensions for a 3X14 Physical Properties b= --Lit-f2150 in Fb= �Lnit-f-T.L.:=97.5 psi(NDS Table 4A) d = ��,13.25 /n Fv= .--' 1'.4aiUaO psi(NOS Table 4A) L= �@�;.:1 8.OOft(Span) Foperp= i:;:z��u05 psi(NOS Table 4A) Lb= «m��2:OOin (Length ofBearing) Ex= ��' .15D8UOD psi(ND3 Table 4A) Le= �a��1y8Rft(If NOT per Table 3.3.3 Note 1) Ey= �f,61:5ODD�� psi(NDS Table 4A) Emin= ai��5UVf° psi (NDS Table 4A} Loads V= t==.-Tf.1430:00.# M= E;493O:00 ft-# Adjustment Factors w= ��3:A0.UO #/ft Delta Lu= ,'��0)000 (NDS Table 3.3.3) Wind? (Y/N) i:-:=Em::::=:-1/ CO= �'7'.1.:ZM1:9Oo (NDS Table 2.3.2) CK8= 71-1�=7:T000 (NDS Table 4A) Geometric Properties Ct= ��flo}o (NDS Table 2.3.2) A= 33.13 inA2 CF-= ��=1Tza-0:900 (NDS Table 4A) |= 484.63 inA4 Cfu= ��-t-:�|5.m]O (NDS Table 4A) S= 73.15 (n^3 Ci= ��0-0 (NDS Table 4.3.0) d/b= 5.30 Cr= 'T=.c7M5O (NDS Table 4A) Lu/d= 16.30 Km = '/7'`i'j:tT23DU (NDS 4.4.2) ' Kt= ? '��l5BO (NDS 4.4.2) Calculated Values CL= 0i998 (NDS eqn 3.3-6) Le= 12.00 in (NDS Table 3.3.3) CT= 1.031 (NDS eqn 4.4-1) Rb = 5.04 (NDS eqn 3.3-5) CF= 0.900 (NDS 4.3.6) E'min= 5671E3 psi (NDS Table 4.3i1) Cb= 1.188 (NDS 4.3.12) • FbE= 26752 psi(NDS section 3.3,3) CMb = 1.000 (NDS Table 4A,4D) F'^ = 908 psi(NDS section 3.3.3) RESULTS FLEXURE(Strong Axis Bending) F'bx= 908.6 psi fbx~ 8087 psi = 89.2 Y6 OK Ma = 5526.7 #-ft M = 4930.0#-ft SHEAR(fir=1.5\/A1 F'x= 135.0 psi fv= 64.8 psi = 48.0 % OK Va= 2B81.3 # V= 1430.0 # END BEARING(ybo=VVb^Lb>) F'op= 480.9 psi fbp= 286.0 psi = 59.5 % OK Pa= 2404.7 # P= 1430.0 # ' Deflection (A=5°w*Lu^4V(384"E"|)) u = N/A PIR35sTgard Page: 61 , r =-:T -69x5 SWISandburg Rd Tigard, OR 97223 By DA_O. s Pro)ect: +=1 2=455:_=) Date: =1 D125/2D12 -4-. £. w i3X'l47NVWPA)Hem-Fir#1 or Better Cope l;Beam Shear Check: Dead Load Only for Absolyte 100G31 Batteries Flexure,Shear and Bearing in 545 Visually Graded Lumber per NDS-05 Dimensions for 3X3 fj, /�, , Physical Properties b= � 20'm '-1 W Fb= =—=_1915 psi(NOS Table 4A) d = - =8 75 in Fv= - _150 psi(NDS Table 4A) L= _; ' :1800. ft(Span) Fcperp= 1::=1=--4,05 psi(NDS Table 4A) Lb = s''2 00 in (Length of Bearing) Ex= ?-?:; 500000 psi(NDS Table 4A) Le= ==1 00 ft(If NOT per Table 3.3.3 Note 1) Ey= _ 1i500000 psi(NDS Table 4A) Emin= =:5500.00 psi(NDS Table 4A) Loads V= 11430:00 # M = ==.4930.;00 ft-# Adjustment Factors w= - 0;00.#/ft Delta Lu= 0;000 (NOS Table 3.3.3) Wind?(Y/N) ~� _`-:* ' --1 CD= i77-1÷-.1i0::90 0 (NDS Table 2.3.2) CM = =. '1000 (NDS Table 4A) Geometric Properties Ct= ==- _1:000 (NDS Table 2.3.2) A= 21.88 in^2 CF= - 0:900 (NOS Table 4A) I= 139.57 inA4 Cfu= _ :1000: (NDS Table 4A) S= 31.90 inA3 Ci= . -==;1 000 (NOS Table 4.3.8) d/b = 3.50 Cr= ====i150 (NDS Table 4A) Lu/d= 24.69 Km = - ::2300 (NOS 4.4.2) Kt= ':-:,77_•7:11..590 (NDS 4.4.2) Calculated Values CL= 0.999 (NDS eqn 3.3-6) Le= 12.00 in (NOS Table 3.3,3) CT= 1,031 (NOS eqn 4.4-1) Rb= 4.10 (NDS eqn 3.3-5) CF= 0.900 (NDS 4.3.6) E'min= 567153 psi(NDS Table 4.3.1) Cb= 1.188 (NDS 4.3.12) FbE= 40511 psi(NDS section 3.3.3) CMb= 1.000 (NDS Table 4A, 40) F b= 906 psi(NDS section 3.3.3) RESULTS - a- '- rout. ' is =en.ins c1J/4-- .5-4e F'bx= 907.2 psi •. - ; • ,si--,----- 204.4 % NGl M a M= 4930.0 #-ft eck D111 SHEAR(fv=1.5VIA) F'v= 135,0 psi fv= 98.1 psi = 72.6 % OK Va= 1968.8 # V= 1430.0 # END BEARING (fbp=V/(b*Lb)) F'cp= 480.9 psi fop= 286.0 psi = 59.5 % OK Pa= 2404.7 # P= 1430.0 # Deflection (d=5*w*L04/(384"E*I)) n = N/A . , ' ,0 ' :.i?:Ft36�4Taru Page: ,~ :2-59,751W=Sandburg Rd Tigard OR 97223 By: Project: :=-13�55=r- Date: '-11 0/25/2012: a �� 3X1 -PA) Ham-Fir#iorBetter p1eite-heck: Dead Load plus Seismic for Abso|yte1O0G81Batteries Flexure, Shear and Bearinq In S4S Visually Graded Lumber per NDS-05 Dimensions for a3X14 Physical P dD b= ��N�A�5Oin Fb= psi(ND8 Table 4A) d= ;.-T=ii=�:�3]25 in Fv= �� F;41:5O psi(NOS Table 4A) L= :-48Iod ft(Span) Foperp= ;��a�7_405 psi(ND3 Table 4A) Lb= !��-;2:OOin (Length ofBearing) Ex= �i.-05Do6]O psi (NOS Table 4A) Le= !,... ��-:.1:OOft(If NOT per Table 3.3.3 Note 1) Ey= ��31.:5Q{0f80 psi(NDS Table 4A) Emin= �'ff5508O8 psi(NDS Table 4A) Loads V= W252010o # &1 = .r8590:00 ft-# Adjustment Fa w= 1!:.:571]:]0.#/ft Delta Lu= ��WDI_O_0O (NOSTob|e 3.3.3) Wind? (YIN) �r,::N��-1 CD= ��3-.--72,11.:;60D (ND8 Table 2.3.2) C/N= 4.00O (NDS Table 4A) Geometric Properties Ct= m��ama-q6p (ND8 Table 2.3.2) A= 33.13in^2 CF= !:=W:=MI180O (NDS Table 4A) /= 484.63in^4 Cfu= (NDS Table 4A) , G= 73.15in^3 Ci= ;:.1 �� U � � 1-00D (NOSTeb|e4.3.8) d/b= 5.30 Cr= �-;47��1.5Q (NDS Table 4A) Lu/d= 16.30 Km= TT��2300. (NOS 4.4.2) ' Kt= ]5gO (NOS 4.4.2) Calculated Values CL= 0.837 (NDS eqn 3.3'6) Le= 12.00 in (NDS Table O.3.D) CT= 1.031 (NDGeqn4.4-Y) Rb = 6.04 (NDS eqn 3.3-5) CF= 0.900 (NOG 436) E'min= 667163 psi(NDS Table 4.3.1) Cb= 1.188 (NO34 3.12) F^s= 26752 psi(NDS section 3.3.3) CMb= 1.000 (NOS Table 4A. 4O) F'u= 1615 psi(ND3 section 3.3.3) RESULTS FLEXURE(Stronq Axis Bend iriq) F'bx= 1609.4 psi Mbx= 14031 psi = 87.6 % O{ Ma = 98111 #'ft M = 8590.0 #-ft SHEAR(fy= 1.5V/A) F'v= 240.0 psi fv= 114.1 psi = 47'5Y6 OK Va = 5300.0 # V= 2520.0 # END BEARING (fbp=V/(b*Lb)) F'cp= 480.9 psi fbp= 504.0 psi = 104.8 % < /Or�&*�" _�� '~ Pa= 2404.7 # P= 2520.0 # ---- ' Deflection (u=6'w^Lu^4VJ84^E*U) u= N/A ' ' FP8��u/kQa,o Page: \\ '—. RdT�aniOR07%23 By r -Project: ��2�56� . Date: ��2S��2` �� } Hem-Fir#1orBetter -7C7Speirte'am Shear Check: Dead Load Plus Seismic for Absolyte 100G31 Batteries Flexure, Shear and Bearing inS4S Visually GradedLunbe,per NDS'DS Dimensions for a 3X9 (4060 � Physical Pro b= �: �2D5] in Fb = ::::-- 975 psi(NDS Table 4A) d= ��'/8"47_5 in Fv= iqa.W15] psi(NDS Table 4A) L= :1%�0�B:00 ft(Span) Fcperp= psi (NDS Table 4A) Lb= :=:`'E-R2.00in (Length ofBearing) Ex= ��05Oo0]u psi(NDS Table 4A) Le= ,..1;:-, -----:74100 ft(If NOT per Table 3.3.3 Note 1) Ey= ��1�O0_0:0Xl psi (NO8 Table 4A) Emin= _- .-:7_-.F.55OOOO psi (NDS Table 4A) Loads � V= j ;2520.00 ft M = S'8590;00 ft-# Adjustment Factors w= i:' '�:=401'00 #/ft � (NDS Table 3.3.3) Vlnd7 (Y0 ) �: ::N,—.7-A CD= Oo (NDS Table 2.3.2) CK3 = �t_f:-..t=sE1XU0O (NDS Table 4A) Geometric Properties Ct= ��-14-11:10U}0 (NDS Table 2.3.2) A= 21.88 in^2 CF= �@�7,4.O:9D0 (NDS Table 4A) 1= 159.57 in"4 Chu= ,=�L=4:00Q (NDS Table 4A) , 8= 31.90 in"3 C(= :':,T.---- -A1000 (NDS Table 4.3.8) d/b = 3.50 Cr= ��S'MU;J5O (NDS Table 4A) Lu/d = 24.69 Km = � �g28-}-Q (NDS 44.2) , Kt= ��4) ,75g0 (NDS 4.4.2) Calculated Values CL= 0.998 (NDS eqn 3.3-6) Le= 12.00 in (NDS Table 3.3.3) CT= 1.031 (NDS eqn 4,4-1) Rb= 4.10 (NDS eqn 3.3-5) CF= 0.900 (NDS 4.3.6) E,mkn= 567153 psi (NDS Table 4.31) Cb= 1.188 (NDS4.3.12) F^c~ 40511 psi(NDS section 3.3.3) C/Nb= 1.000 (NDS Table 4A, 4D) F b= 1615 psi (NDS section 3.3.3) . RESULTS ^u� _ ��ox= 1e11.3 psi v�=~—' . �� " = 200 5 �� y�G! ' /`vn � �~'r O�`� t M 8590.0 �<~,6' »�� SHEAR<fv= 1.5V/A! Fry= 240.0 psi fv= 172.6 psi = 72,0 % O}{ Va= 3500.0 # V= 2520.0 # END BEARING (fbm=Vl(b°Lb)) F'cp= 480.9 psi Ozp= 504.0 psi = 104.8 % < '" ye-��kt^ s� /�� pa= 24D4.7# p= 2520.0 # 7=v or�—�, ' Deflection (4=5°m*Lu^4/(3O4°E^0) 4= N/A r"--, Prclect: pz3f LDC s Date: 70-Y !Z- Engineer. 2:1: Page: LE1'''of 14201 NE 200th SL, #100 • WcodInville, WA 98072 • ph: 425.805.1869 • fx:425.4x2.2893 www.LDCcorp.com A gLf 1C - (T/Pr £2 e f Its Y 6"4- /111?!`7 Fact IYat 4)21 tJai4 J Ifs-/6c� �,::�,�. �(I •3 �/6a ) -1 .16;5-r Sit4vel e..1' T lC .Scre = 3 3.5--II Crr<.r- meroir t&c: 60) _`-F scres c�/ ? 33.5- _ 170 VA = 12-( -1V5-cre._,— Use, L ScJ-E -s X '71 Lam, 3 9S /�ScrL `` U1 C Scl'' fS i'P 3R 5hT Bard Page: (2..A- LDc r`9,SIPWµandburg Rd Tigard, OR 97223 Engineer DAO Project: ) 12451 Date: 'I0/2512O12 1`A6s01yferSpreaderPlate Connection to new 3X14 Joists jAssiu'ii%es9/8"Diameter Lag Screws (Dr=0.265") into Side Grain of Hem-Fir Joist Nominal Bolt Shear Capacity for Single Shear in Steel to Wood Connections Defined Values(Specific Gravity = 0.3 for Plywood) Gm= ;;';=0 300 (specific gravity of main member) (Hem-Fir NDS Table 11.3.2A) Fu= '5:=,;-:17:58000 (Ultimate Strength of Steel of side member, psi) tm = :;1-,all'3.,250 in (thickness of main member) is= =r'y,_Jg0500 in (thickness of side member) D= 0;:371 in (diameter of bolt) Fyb= ;;==45000 psi(bending yield strength of Bolt) ThetaM= ;*` =90;000 degrees(max angle of load to grain of Main Member) L= 5.-{ =4-000 (Length of Lag Screw or Bolt, inches) E= it = =0;218 (From NDS Appendix L, Table L2) Calculated Values Fern(par)= 3360.00 psi (Dowel bearing strength of main member parallel to grain) Fem(prp)= 1747.71 psi(Dowel bearing strength of main member perpendicular to grain) FeB= 1747.71 psi(Dowel bearing strength of main member at angle Theta) Fes= 87000.00 psi (Dowel bearing strength of side member= 1.5Fu for steel) Re= 0.0201 (Fe91Fes) Rt= 6.8220 (tmlts) KO= 1.2500 k1 = 0.0946 • k2= 0.4332 k3 = 9.9841 k6= 1.250 Results for Failure Modes Mode Im: Z= 1718 lb Mode Is: Z= 3228 lb Mode II: Z= 339 lb Mode Ilim: Z= 895 lb Mode Ills: Z= 401 lb Mode IV: Z= 247 lb <—Controls(Two Plastic Hinges per Shear Plane) Adjustment Factors per NOS 05 Table 10.3.1 Co Cm Ct Cg Co C� Cdl C1 1'60 fi 00 , 1.00 ` _ iAllowable Single Shear= 394.7 pounds/bolt f CD from NDS 10.3.2 CA from NDS 11.5.1 CM from NDS 10.3.3 Ceg from NDS 11.5.2 Ct from NDS 10.3.4 Cdi from NDS 11.5.3 Cg from NDS 10.3.6 Ctn from NDS 11.5.4 Project e ZS T�6 r" /9-0_471Z- /y/,v }� 2 G LDC#: /2">. 'y Data: Engineer. /'r' �'f Page: 13 of - ...._:_ c L ,...__ - , 14201 NE 200th St.,#100 • Woodinville,WA 98072 • ph:425.806.1869 • ix:425.482.2893 www.LDCcorp.com /1 e?6, 9 �f 7---0 ,� �x l� � I l 6 'n,,u TYP �mI�CI�u o i, • 1 !i I�, Lr ,� 7 c ,)f 5.t 6-4 Jo/r1 iik- 1X _'o ( . icc. rP 4D G/177iY -7 fig.. EA 1�5 *YX u T�Scream(77 &C sV cc.ir-Aeon 3X_L 10 x I z , 1i - © �� (S)PLACES EHcf/ sl,��- NJE2 r"I'Re'Fp e, f t •. Csj r�[lIct-S E' Slbc II 1 0 y3q- 2XIY y F H11.31 c/ • Z (5� 9 W 2.IXbr N©TaS , 1 l(r< vcRCIt'c .37//4GL HA/e5 4LLD/4)411. WL c%e s & ? ' J f%Cl2 J JU DR i:eVu 4L T o T, S- r tEJ .S4?Ec,J Z. .130 ,9 ' f uiXZINC Fee) \T /i A-AP FLet9/2. 4)/? uci7cacf[ 'U' . 6•L v_E km icN „DcvL- af$ 7 (er,F'aag 64-fAtci Tf OF 7 TTQlc;' AA)>0 fL;&c,op /---z0012/A16-_ . sT&I/ /— ) WC, inc. 12-455 Appendix _a v;, _ _��, := - _-�G.''."�-;';=�t`1'°�=`= ,.-.b-� �-t�r. �•�,,;4...`Y•�y � _ Ems' - .,s��s �:r :- s< -4 .� .r.�-'ti-.z-';_ -�{thz z- +,_�.L- � tr a z _ -..a � ' _- -t4� ==--J. __• �'�===' - ate' _.a- �, Esc ; r= r --mor ay ?� t i - = -''-5m-- vT_ .r... J`°.i�i'='?_>--s,_-i-�:., ��' -'T�- -�=�A= .=sz �-«ter 1 `-.�.-� a '�°-a.r-• , .= =_ - - Y _ "` Page 2= c - '=- - Absolyte GP Module Weights and Dimensions NOM STACKING DIMENSIONS UNPACKED DOMESTIC EXPORT MODULE VOLTS AH LENGTH HEIGHT DEPTH WEIGHT PACKED PACKED TYPE CAP WEIGHT WEIGHT ( HR) IN MM IN j MM IN WIM LBS KG LBS [ KG LBS KG 60G _ Z.6 SOG =t2 • -Sa trl 5 mbe`+onnectury t --A- r,, 1- Tar• 1.'+ 'r°(,'(., • ., ,.s2. •,rt A.1� ■' '�.r� r • • : a n' t lye r# 1 r : 4 f- .3 l w - !+f4;:N S •'it ,� ,•,•C•„a,,«'J•.,--^M1t i!•ti _ 14 MOUNT NAN6E WI •LUI4L,U1�1jNUMJtir sraRuartr� ftait9ers - U7...„v- ,...a. iSkrong4her, ' t- ,-'•r-`: a,.. --.... :.!�,fN k..wB:Y.tz.-:tFt. G+14t4c.e..t+•cic '=`•,'-..:101-t��'w1a....�:.:. i. .4...p:irie-,„z.+�i' 1.-:...,fluor .a LUCZ concealed flange han eravailablefor2xe, - . gg 11 13:: 2x8,2x10 and 2x12 lumber.ideal for end of ledger/hander �� i. •� s •� � A or astconditions,the LUCZ also provides cleaner lines '` `s t ' 44 ,'c- . , A, . �rw P P -t b1 t Fir �,, �:. Ci far exposed conditions such as overhead decks. , -_ r ,,� r u 1 e t, Sea Hanger tables on pages 74-80.Sea Hanger 1�` ) I Option on pages 200-202 far hangar modifications, 1rutn` • ?" •I1� - "( (g r•11. � ''t which may result In reduced toads. )k'.'4 t• .■ -_. sari' ':1 LU-Value engineered for strength and economy. IE, R' I', ' ``. "' f• H Precision-farmed-engineered for Installation ease r �Y't /' and design value: 1 di y ' -a, +I i t 1,-,- )ti :t/ ll-The standard U hanger pantiles Flexibility of # ` % 'i r '` ■ �' TR l ��' Joist to header Installation.Versatile fastener selection iL 1I _ y:( " �r�,� ? �• -/(" with tested allowable loads. tdto . r/ ,s. ^ • u r 4...„..„„4,-1,.......>„. 11 HU/HUG--Most models have triangle and round hales. ,� �� rA'lau�l �r1 �� To achieve maximum loads,fill bath round and triangle LUC2102 hales with common nails.These heavy-duty connectors U210 I{UC412 LU28 HU214 o are designed for schools and other structures inquiring (LUG26Z Similar) Concealed (except Projection seat , C.3 additional strength,longevity and safety factor. Flanges LU Roughs) an most e MATERIAL:See tables an pages 74-80. T, il.;k,1 models for FINISH:Galvanized.Some products available In 1'tij4'L.1.1'' lii'i '•r maximum o t Ial d' ;Id• :l t4 ZMAX°caatin if, , 11 'i' bearing nd �, g' ri l ,"1 I#il•,i,',1hl''i1'r , !' Model configurations 0 INSTALLATION: � � I i II` � �� ( ''# section economy. t' i l Ill I, I•,;i 11'lt;' o may differ from those t '� •Use all specified fasteners.See General Notes. I. �: � IU�II�•��i.Ijl T i_ 1 sholvn.Some HU •HU/HUG-can be Installed Min round hales only,or 1 1l l'r if i rin iii { r / ' It i 4, ,.,- , u models do not have ,, fitting round and triangle holes for maximum values. I!: i. I r1= ` It m •Joists eloped up to Y,:12 achieve table loads. i'If 11,1;! 'b 1 1 li triangle holes. LT i. •For Installations to mason or concrete r l i�1 i 1,;(I it Contact Simpson Hu MI tiaAfng- rY , I,,1 II 'll1 , Strong-7a tlli mund holes ',.• y see page 156. nk11. t. .. :':, c •HU/HUG hangars can be welded to a steel member. Typical LUCZ Installation t' HU NW.Nailing-h( a • ;; era Allowahie loads are the lesser of the values in ir1a1g1eltoies a 0., the Hanger tables on pages 74-80 or the weld t S a :• capacity-refer to technical bulletin T-HUHUC-W '[i i lli I{d , i 1 -nr I r 1144 ' ' r r' (see page 214 for details). 1 I I J l I l r,t „ 1 1 1 1 , IQx; :y ( p a )• II I I i 1 1 pd r� l . l( �� OPTIONS:•HU hangers available with-the header flanges `Ii; uih' i iii 1.1111 i.,i I. . Tii#yfj,i'1ilfIll ' I'r 1i:.I,�`. !III�r *'-` Y... '•h. turned In for 2Via'width and larger,with ne load 1 ? +, I a'4,ri II 1#I' :a',' ? ,Vtr ' Ld Iii, I pl,ili ail,'I II •' reduction-order HUC hanger. „y � �• Iii• 'I d' ' I �I '+ I I �i ;. (1 1'.r ti I !•;I III I I . I' ii. 1M11 �I l ell `� •See Hanger Options on pages 200 202 for l; pi t.1 II rr.•l i. .-, ii, ii, ' i i ,I„�I: HUliB : sloped end/or skewed U/Hll models,and HUC j i' I, I 11F!�ll�N''flap'• iIi i;� ,11 w- p r„}l�'I' :�{' fill ;, ,.; f :ilr • :it (concealed flange)models. I'�'il'' :�'I:,�f II,�I j 14 I`�If�,!#ll,l�l�'. sl;L1 ill 9') li 161 51 '''',ii,1 , ,i , , I:r: ,.. •�:I'I: II` I _. •HU only-rough beam sizes available by special order. # • 1 F 1111 a #' `j 'A', •See page B0 far stocked U hanger rough sizes tables. y. •Also sea LDS and HUS series. Typical HU Installation Typical 1.020 Installation . ::in .. - rr .c `- » 1' �r-. ,•, , r .y. 1r 1.' l 3tr"`r ,t t .t tF_ ' 'it.: Zy r- ty,-e, 7A44 art -.K:r: r }; er �* .1 it �' ti K "+ "'i 2 r 1-.� �1,4ve n -ci G` Y a I�1.�..�11 f�8q ' '}-i F� ....44t� „i'-1... Y ' - t^wa 7 •,4a�1 -1 Y a ■U 1' .• •"7 `e F°;r l �' Cj 'S-`Y I'v.._t t v. k f."t LT ..a• 1 W 1� 24:1';� .,,-t i" ` sK I- =274,-1::.,:l t"}:.. s:�.:;.•r.. •y.,, c�r„ •,.•mss._ ...z.,1.+�'�:N•,.,,-...x. �t':•�». .�., s 1,}I•.fa,•.,}.a•..I".` . ?.r;r;� s...:;±'14-........ .,.;Ccr�,. e�-.�:�-,.-'.-.:$'-+r.y En I ,: The HUCQ series are heavy duty joist hangers that Incorporate at e a -- 1 ,; ' I{cr �,fFr,i1 1 Simpson Strong-Tie Strong-Drives woad screws(5D5).Designed r >~ ,r, ,l,111111#, .1,r .i4'3`f Ii I III;.fir a ":; and tested for Installation at the end of a beam or on a post,they .. }•°I 11.• ' ' I h ;'? 'I 11 •'#1 �' i'11 il _ (;' -�da 4„ i }ii IIi111111114 tllpt i�`illi 1 I ;ll 1.I'I'1f, : 1 provide a strong connection with fewer fasteners than nailed +�" -- I h: .,';;,''`;�,'' hangers.See page 107 for structural composite lumber hangers. ' ll,�r 1' I 1_ rII,,I hpn'.' 1•;w'' ' ��a , ,t u61�' }� r. 7 i� r',IiN:fi .-F;s;1 MATERIAL'14 gauge !�3 ��" u i ill!)i'L Ij.{i�( l I '`'!i;•f I.I If 1�;!(.• ;' 1 ;': FINISH:Galvanized Flat t`n i ' 1 iIi f�,r r III.!''1 t.11;#irli�: nl o i 1.1[411111 I'' !f11 Il I psi, INSTALLATION:•Use all specified fasteners.Sea General Notes. W .,a! I , f l � i .If 9 1 4,%11.11s...1, i�1 I•47.. Ili' •Install Simpson Strong-Tie SOS'/.'x2'f�'wood screws, `0. I',�i', ;-. { ., .`1 1 ' which are provided,In all round holes.(Lag screws , pi I I' J' '' ' c I 1 ii �. M1 1 , ,lit;.I�'f,i11,Ip,1 :.k�. I;I �; will not achieve the same load.) I III !, i•1i�1 li#'if i r III •For use on solid sawn wood members. . +r+ �i '1 1i ��}, _. OPTIONS:-These hangers cannot be modified. • ----7.,,�e. Typical Hum installation Typical HUGO Installation CODES:See page 20 for Cada Haference Key Chart HUCQ410 on a Past an a Beam ® Thee products ere available with additional corrosion protection.Additional products on this page may also Oa available with this option,check with Simpson Strong-T7e for details, Fx�i i Vi7 u[ fi ti D f r epS 4,i AA ck me!41ti..1..M a ts.`.'E ar:tint i:gt,4[r�, 014 sls1.l'=,0>•}.�°=MAilo►sd erl fl d3:Py �ra�� ;? aP ;. P, 14� ' r ? d 6 i wt F„ s-% , c a ti-�y`.ar'_,,�t r r, ,,r ern t i»- wy- P .x r;i pi; .lit, ,, ` t �1" :, ' tr�ib1Bu �s, ?k �' i-49 1,�9 5�lr-eFl :.V'J.=;:ar �,� r eta5. i,_"4°,ee ails: r r5, orgllF s =,v,icagi : ' ';f; 0s..�wrti��+1:aY�, H:..��B;t;�l�.- cli.=F lk`�:'T_:..ObEVir: w-» vVI0�cS OWt�.00P kp-Fy H0�E,u& -tept oo Y �B�- 1 , x}Y' �.1 -o c tr fi :a f t: " * r.T ',_$ fir 1 z F •11cip 'r.Qjj t l.:0 5)1!?irft x,'ttam 5(115)x7 a2 } A l ifi)' HUC0310-SDS 21iie 9 3 B-SDS'Wx2W 4-SDS'/1•x2W 1370 3120 3590 3900 985 2245 2585 2810 .1. HLCC210-2 50S 3'V, 9 3 12-SOS 1/4"x21/2 e-SDS'/+x21W 2510 4680 4955 4955 1805 3370 3570 3570 i F i ti 4 f 0:00W.,--.5)13-§#44i -'ca Mi -- Ct� HuOQa1O505Lt tyre ;.ti 3 : iZ5U5tVZi2'h fi i05{/tSt2h; 1r25j0, 1!;4fi80�z496'6+rfd,405b �135j0,ir�33Z0; _�c: kizi LHUC,d4.12,Sd5 w ''..,31/iii.-'2 1i,,:-,3 15P42 ; S S(SJ$2'ff".if 5TUy:11'7$.,96Qt 6.6..i 1 n5560' ?.'1805 c 3991,')?[*d0 I ei.'�905'i F23 V - _- HUCO210.3•SD5 43 9 3 12-6081/4)12W 6-505'/x2'fi 2510 4680 4955 4955 1805 3370 3570 3570 • di HUG-p610 SDS :,. ,5}4 :9 ,3; IZ�SDST/7i2�i 6SDS1}% Zi -,252D- 466Uf::' -5 15 ir-�@_�.:24ik-iZ4'4 u 31i5 c , ' r r . F* _. .tS j� =i ',ylJGp6124spsf•: '5%}•11 : 3.,.7'.4,SDP'lli512'/':5.1so fi/4!x21"Li .:252Q,, x6315,.,,53'Ia� .,I.V,0-1,i.1 17:11136r_:-40 0. 3jil,-•6:ti: 825-, 1.Upllit bads have been Increased for winder earthquake loading. 3.Structural composite lumber columns have sides that stow either the wide taco or the edges of the Reduce where ether bade govern. lumber sirandsiveneers.Values In the tables reflect installation Into the wide Woe,See technical 72 2 See page 107 for additional engineered wood products sizes. bulletin 7 SCLCDLUMN for values on the narrow face(edge)(see page 215 tor details). , tl is (a�ySo7...,-,c+nt1�rm6er a`n 1:21_,_.,...ii tvi ti$3.` '.a"%ytr.ali �1ratt z l �M �`'1 ttztei 1''-t' SIN1PSV ' L E.��:=,�k,� ! � ��- '..S~' 1 d.FRst.''r`aa'r•� �'��'�.•d'.LZw• a..t+1 i �. :;; �s ACE MOUNT HANGERS SOLIOLSAV� a1t.UMBERt 4DF�'&SSPisVANi t •-.=-:^_1.:. .o.t.1 v! �::..,..zi .,".: '., '1'c.F.;_ r. !t+an __ .'i;iii"}==� r.! .;1F_..-e',_... ...:4,,Y .:.. :.f.', r..•_' 7 ..-.�= n These products are available with additional canaslan pmtecllan.Additional products on V These products era approved forInstailatian with the Strong-Drava SD Structural- . • this page may also be available with lids option,check with 5?rdpsan Strong-Tie for details Connector screw.Sc e page 30 for the marred substitution and SD sanity ske. • r.i;rl ash,=;"7:;: �K,.• _ .OT•a ifo 1--..UV!-4 r' s :,t r ;r ?:QF SPrAI owabIa LoodW;1a=1: t :N._ `� ':rJ" _ nS; i .<, ,c. .�SS�9Pels'r•_.,.,-e:r jr. �4. .�_ 1 • .>IS'rra.i_u.r I a F1�Iad t.'' },okozi,i a l I a � Oa m _ t,iYll!l,�;;.tt;,"eade;'t''� ~•i±j-ri limp, 'F1nar,180 'Snal4 i 5 11tRaoi'4 t1,J 6agtE ,'CSiie-1. =SIx9.1 M -i • • .; .H )....r- ''k.. .A. �._ 1 .1c a 1-1.1 ( ::Ind . e ." Ay tip '-"r:. 2, �'s:� k.1 B�fOx:-x' _ ;'1361St-r .t yie. �'1"!?fsit�bir< Wai'g L ,._.7.51'x;:3.,'1 , ::.)4 :,$ , .� 4'lOtll s 160 1''� 160 §0dz w 6r _( 04,1.6ds•7100;;,.:16d:...ra 1Cl " d:i;, SAWN LUMBER SIXES • ..1-� 'Y' - 1• . 'F4ll+lt t l •T'�'a .• f ::ar isx liUM=A r'f.• tL:';.:14 56%I:s83i:r2L4c Mlfl ;14'160;.;?'.6116tl,:10;1845, -71:;2085;5 tr•:285at 1" , 253tl:.,•••r.,d;: 5,j.7.r•:- "t71114f 'Nuc 1�4 + in?wig EMMEN R''.=.7.::-413:16d7 1.,,1:160 t;1795;:'+ •'2680. ;;'- ;30201 [ i1.',.:1-4,..4.1.1:11:440 Ba - ?i0 HHUS210 4-'t." 14.:::01f.:111114;43•1` :'1 1, 30-180 ,1O-16Aj 14000' 1" s- 6835 —.cr;6350:0 r''6080t lr tY'•?."e1 tlr'-"-� W—:: y...HGU5210;41 ;" }12 6'55._;9-14:.I;_'4 C -`I ,46;1 Bit'::1161601'}1,F40951,14;4•10:9161:121 a1f4 i 91001'eFW''1i9100 ,n A�;Kk t' 3: 821- 'LU5210 10 19'3 7'3'3 13' J810d — 4-10d 1165 -1340 — 1525 — 1650 - Lowest ' 1121a 20 13' 7% 1'h 10-1Od 10-16d 6-1Odx134 85O 1165 1390 1325 1585 1435 1715 11% 6210 16 19's 7% 2 15-10d 1U-16d 6-10dx1'h 1110 1215 1440 1375 1635 1485 1685 53% u4 2x12 •LUC210Z 18 1%e 734 13'4 10-10d 1016d 6.10dx1% 1100 1185 1410 1345 1505 1455 1735 180% p HU212 14 1% 9 21/4 — 1016d 6-18dx11/4 1135 — 1490 — 1680 — 1805 347% al.- ® HUS210 16 135 9 3 — 30-16d 10-16d 3000 — 4255 — 4445 — 4575 378% ara r52 tla1 xt` ,EIM 2r: k:1116d" M5-1682:3. 17451 i t i1601:17,111+:1..;:t:2090 ,15Wstd. 17,F6,L17 CY ',S .i.if17=i;U2.1.032.+�T. NE ay4i 2 i L-111-10d''014'160;`-;761300&.%G11101:`;17051'20155 399Q'192285 ER +"s:4051g.1= a r E"wM`�� 100,91 's ...; r=�r"70160■'dal 5d , 1745i V44::12110 W.:ma'24 ,it.. k t 56%1!•'r-_I 09L IMUS2.10r2i?r z'X14' 9$t 1 ' ' r- '413160, x:8-`1 differ 329(,5:.. = C- 1 ' 2126 +42420 z �1 ,. c, 2 I11S212 2 i`: ' 1'4,'M1f1031i r211 i? y==t"s:70 i6dr'n1O 1501 3635 2860 #.... ,7:,;i1-3025!,VE0'3265 .1:5:11_,.., - it 40% y •-.ra F 1R:4I 212/ tIi �14 �Mg� ES l $-" `.46-15 5 61110 rP` 35 i.a '� 2380° r+ 7685' 289Qi rL'11 fV-M 11V.0.4 411 14'Alit h09'u 29. oyt b 22160,.$10:10d.'08951 rF - 13275 li.1 e 3695?:-.. c:80.'`;411 + e-3 WS210-3 18 4% 834e 2 — — 8-16d 6-15d 1745 — 1830 — 2090 — 2265 • 160 • n TPL 11U212-3/ 14 411 109io Si Mkr — 16-16d 610d 1135 — 2350 — 2685 — 2890 • q 2x12 H1JC212-3 14 4% 103r1 21 Max — 22-160 1010d 1895 — 3275 — 3695 — 3970 • 11210-3 18 4% 7% 2 — 1416d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 • • rtir,.= ED) "•�, .QU52:10""?,"1 Y," -118:51 i t7,t3{`st,r y tires ;_ t 1 -•c... r ;' 65 ..- 4-.Liisistl, • 'a-5 .s 4 iz�::.s; � 13'1;1�s?;:8`100 r `.•^ti-1F z,r��A 10dt?x11661:1840. �,s ` 525 St-a..� j 0�itr ?;. ' i -,'.; EL210;1r'^=, 4::,,,20.1.9rn s/'3tk 7 ;A-1)i j,10-100. 1016d r6ladxli4 :850,41165:.-`ias0` 1325,1 15552 14351:1.7x15=- 11%x. 1,t p 441 tU2113Z4 11 ; i1 .:i7'3So'>12:�' 'TI0:1 air,�1Q 511':41511-12k;lii10 '•12115;`d,�10»Y1375i-r,'15a5 148b .1685:-16:453%4114-1 -k t... .`1 aHU210,4F:?rr, '1.14 43 is x OW:`-�2Y4' rt'? •Agl:412'164 161011k1 1I35 ?1,;:`:`':'I85i''47,.'ri 2f115: 4I 2165K 1:=688.°4 `; �w : :t't12trdmi, elv.751;15i_a1Qti' 142=~;r>~I 12-i0d :;12-16dr.6 (9a1�1 11I5t:146Q-1+7800 i1856`,t195d;1605 21156 14%% T U210-2 16 334 81 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 Lowest - •;';a LUS214-2 18 3% 10'940 2 • — 10.16d 816d 1745 — 2110 — 2410 — 2610 12% 17,F6,L17 1 HUS212-2 14 3% 1031 2 — 1016d 1016d 3635 — `2660 — 3025 — 3265 83% 2x14 HU212-2/ 14 31/4 10% 21 Mln — 1616d 6-10d 1135 — 2300 — 2685 — 2890 248% HUC212-2 14 31/4 10343 211 Max — 22-16d 10-10d 1895 — 3275 — 3695 — 3970 265% ' 1111214-2/ 14 31 2% 21/4 Mln — 16-16d 6-10d 1515 — 2680 — 3020 — 3250 259% . 1100214-2 14 31 12'3i 21/4 Max — 2416d 12-10d 2015 — 3570 — 4030 — 4335 275% :(.5'111;:1?21. 3"r,�, X1:!:1@ 495`='0.7. '='.w2i =;=1',14-:196: 4i18d. lrt.'3M0eP 1110,,11705?20.15,t1930G 2285!3`2075: 246,E_ti` t�'.i . tile tlil ,4 87i11!�'i;'+r`x""1 44!AVM 12Y1.12 '4 MIO• _ �"r1816d1•;8104.1;.-1516 Biel)2630 NT.fi:30205? 1!-:3250 r_ i•'?1f m' 1� 002. P.4 ,e r a t u ";12•V ii, t i `.a4-1,ar ' k '7 3 .- - rnl;,.11 j� r<�r7c.!t�'r.'T4 ,211/'':12/1.,:2x41•Ma15 �. -29160 ,�`12;jOd;,�,, 0,15 135"/.0,M,.,.a�4030t r,':,:.;-1.131330!.514111.1'4 L. 0214 16 1343 10 2 — 12-10d 12-16d 8-10dx114 1115 1460 1730 1655 1950 1685 2115 Lowest 2x16 HU214 14 15'3 101 21 — 1216d fi 10dxl1.4 1135 — 1785 — 2015 — 2165 130% P 1111215 14 154. 12'14. 2% — 1816d 8-10dx11 1515 2680 — 3020 — 3250 130% 160 141184 1 HU52:12MTikir itt�t 141.0c 1031 j2k. is.,-,: f.,. .1019d 141016th 3535i. ; 2660'ts''—..-t 53025-1-*-'ak:13265. f troWestt: O ti�11218 2/ 4 St" 't;��.EM�L. 2016d1'1w13a0d`ti-''.;161 r i t:1297.5,; '. ;03603 M� 4,2 ti EliC�2js8-ii�r�' 3,14 C_- 13Tifi'5`2f1''MBk'? J[.__26:1611' maw "2015;- 1;r38Z0E ts..`.:.L.(4365:Fi :4G95 101120%71i ,. .,....,tip----'-- ' TPL HU216-31 14 41h. 13% 2% Mln — 20-16d 8-100 1515 — 2975 — 3360 — 3610 • I7,F6,L17 1- 2x16 HUC216-3 14 4"As 13% 2'A Max -- 26-16d 1210d 2015 — 3870 — 4365 — 4695 •0 '4r; .a I_�x4�.t•vr'tr.� ,D h n 1 .•1 'k { ;2651,:1-!4115.4 H •.S r ;..�1,,cr:, i r1r JJ3 t lr4.' 1x16 '0ie• :3 e 421413" .4 10d,f't14 16d1'r�2a`1_Odg'!c 0266"s 1485..t. V ,55 11 ile5V.5954,=705 'u,:ii tms6: '= i3 y� t ' Zvi. - '1 s tsu. ' i1. i `firi. $ r -4i" s TUC34H11a.14.' °u.'.!B34214.t. ,s i�. 14;i6it12?il}�fli{ti380r. 1 .;�596� W fi1OZ'rt vy7EQ..,1F. ii 036 16 2946 534 2 — 010d 816d 410dx114 505 975 1150 1100 1305 1105 1410 • 2 3x6 . LUS3E 18 294. 5'A 2 — — 416d 416d 1165 — 1030 — 1180 — 1280 • F23 o H11361HUC36 14 29ra 534 21 — — 8-16d 4-10dx114 610 — 1190 — 1345 — 1445 • 17 FS,L17 1%-t' ;'8t136!fIU;�tF�ta 4111 16 32%c,15351,;t`�2t' ,'It810dT-j;:8r161ir'74Y1Od) 3 2586}',. /5S;11150.-1-11100i 1805_'41851'd41E4 ei.'1 ,�y r.. ra 'ylii' ® C„8� ,Inisa64�'tr'4 t'`t-14 a 25th;15W J2;e,:,. nL=`=`1 4:154ry'�+, i6drn'1I85 M.474"1080-11- T.'-• ll00¢1,ct' ,Iiil280'lf;i ,Ii F23 .9 iTr 1,`{''1tHUB6/.:U1150%f!i,14',529Se R•374 12%; , t;•;: .; 1046d;t 111106:04.1 f61 n4 '`'149011'*a=.••'168041!' ie.4605'„ ` :::,i!"_!F,�r © U310 251. 8% 2 — 14-10d 141fid 6-100x1'/-1 1110 1705 2015 1930 2285 2075 2465 • 17 FE,L17 3x10 LU5310' ' 2%. 7% 2 — — 616d 4-16d .1165 — 1315 — 1500 — 1626 • • F23 d 1111310/11110310 2 11. 0% 21/4 1416d 6-10dx11/4 915 2005 — 2350 2530 • . 04:14-1 �'•, al ;2941'1'6-i5'x=21 f: n - .a..La. . 17,F6,L17 19x, ,LHS 0I• C?t < ';1 25', ;144241 r'-g` i_`4.6-161L 6 41Ed 1165E l'1 '• ,1815 s,, ,"i150O ;2075'.1625111 Rim: F23 1-,1-ili!Y a5HU312'/1-1 0312g:I Mil,:410.x.3 i2W1 1..`1 `1'.;•,13-16=160.'",15:40Idk1 r:C911i= 4f.;'1380W :;26855. .:.. 2890;y ki.ta is 3x14 U314 231. 1014 2 — 16-10d 16-16d 6-Od.e 14 1110 1945 2305 2205 2615 2375 2: I • HU314/HUC314 • 2%• 12% 21 816d 1 e-10dx11. 1515 2680 — 3020 1 3253_I • �----- `�3t�{i{6h'U314n:3a�� ;10,'ri' '4''r 1Ba10d! ,•:tex ' . , 110 1945,2305k 2205;12615 ;2375i 'it3 `,t=• 17,FE'L17 '-'•;-5Y?,1 r1HUH167•HOQ8f6f.',;k;14 s291s:lit.*92X `,...E , -_,.,s 1.20 150€'8'16dxf'ht 1%1516?��•?2975i "=.i-13860 1 ct '-1;1610 Ir.-61;7,i; • LU544 18 331 3 2 — — 4-16d 2-16d 440 — 600 — 910 — BUS Lowest • 4x4 U44 16 33'. 21 2 — 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 20% 111144/•11044 14 341. 2% 2'f,1 — — 416d 2-10d 300 — 595 — 670 — 720 161% See iodinates on page 76. CODES:See pogo 20 for Code Reference Key Chart. 75 • Cold-Fo�ned Steel: Screws http://www.strongtie.coml products/cfs/fasteners-screws.asp • 5[MPSON www.strongtle.com «�" �• . —_--_.....__...r'.•r,=.,..� .'c��'R �L,"., e% ._.__....�.........—te!•—°T IElE�'L'"'-1L'i=.1 v'L::..0 Screws To achieve the loads shown in this catalog, the Designer must verify that the self-tapping screws used have an allowable load capacity equal to or greater than those shown in the table below. 4,111141 LIVtirw.ai■ Hex head screw sizes shown are required for connectors in this catalog. Where sheathing or finishes will be applied over the screws and low profile heads are needed, such as with bracing connectors, hurricane ties, and stud-plate ties, the Designer Is to ensure that the minimum screw head diameter complies with ASME 018,6.4. MlnlmumASf Loads Catalog Papas #8 x 3/4" #10 x 3/4" #14 x 1" Help for downloads 1, Minimum Asp Loads for C-CES10 Connector Screws top 1 oft 5/2/2011 7:17 AM �rned Steel:Screws ht1p://www.strongtie.com/products/cis/fasteners-screws.nsp - '.,,: - - d+.. r. .:4"}I'fl •1,..':!'U:I:� •j.1, C9.K.. _ .,,.: !'f.:I..1': 1 '-,, . ,;�:;jr;�T;l,,:-..f•:y�9,! ,;,, a 4r,�,,'�,• I .:t�r•,,..:,..vn��;�,lir.;a, l •�r�iSli'e�Brrl�4,.,._,,>u"::��•:.a;r:1,ls�:� :.�:,c�.i:,i:r:.i,l..�,�:. ..:�1 I�rTdrisrdn i _ ,.., _ r. t '. d � ,•i I;•.n,; ' :;coci: 7T 1]1'i:ti,,�•.. ,i •UI "r..1' 3',1Y.dltlln�)'�)a I=" f� QC. ,( r`�,� u„�,.fSliot3l P '(5 Pi )k�r, 1 �E:$E_aN' i� .t,:,-,..;r.4,Te ti•. F'n11=Ot[L(Paatj52;'P:ts( 1 M.sarew�Nd D,1411tieiei'41 r tai pfeler:;1 11. tij slah�;7 r hi? 51�e1;Fhlt�thess:,riilidhalalni{�ais'�I a'cii;'t�+: y uyl ;; ItFl�'III 1SC'el_11ilckCtess:ith111(galU ,� '. r” �`"i', , { tl; , ,. I /J-� ' lvYr,�li' 'it % i$ µ 1 :I 4354i541§, -q fJ � 1�J'tr�,1,r-Jf�°I 1 ru'IIM.i I' silty+'I, �ds� if'� ,Illy atwK>v'��'y_s�/pl�l,�t.33'�3�1-A3�43..` r ;fie=;;fief.. -,9X-97,tu , , '�u,� ;,E33,11W ,I. 431,1,:-,..,54,,E I� hr 1!l;h It 1 �M ' , F It ili•�1'Jv.i t 'I 1 .rd u. ,��''yG 4��=2U .f 1'8718 Y,;,(16�16)3_(1' A};�(�12='12}U„�.flau_c.rl ,tt '{ZO)'SS::s`•i�i,f161`s-';:ki!,(18�';I�;11(14}�Ir' --1 08 0.164 0.318 335 165 245 335 C31.9 — 655 70 05 145 -150 #10 0.190 0.375 555 175 265 535 555 555 S110 85 110 180 220 1 355 iM4r 0. 42 0,500 1 B 0 200 295 505 i 810 810 1225 I 89 110 185 200 320 1. The tabulated loads may be multiplied by a Factor of Safety(Ct)of 3 to determine the screw nominal strength.The LRFO load may be determined by multiplying the nominal screw load by a Resistance Factor(d))of 0.50. 2. Self-tapping screw fasteners for steel-to-steel connections used for connectors-In this catalog shall be in compliance with ASTM C1513. 3. Values are based on cold-farmed steel(CFS) members with a minimum yield strength, Fy,of 33)(stand tensile strength, Fu of 45 ksi for 43 mils(18 ga)and thinner and a minimum yield strength of 50 ksi and tension strength of 65 ksi for 54 mils(16 ga)and thicker. 4. Minimum base metal thickness Is based on AISI General Provisions Standard Table A5.1-1. Design thickness shall be the minimum base metal thickness divided by 0.95.Design thickness for the steel sheets are: 33 m11=0.0346",43 mil=0.0451", 54 mil=0.0566", 68 mil=0.0713", and 97 mit=0.1017". 5. Minimum required screw length is the greater of 3/4'and the minimum length required for the screw to extend through the steel connection a minimum of(3)exposed threads per AISI General Provisions Standard Section D1.3. 6. Screw diameters per 2001 AISI NAS Commentary Table C-E4-1. 7. 1/4"self-tapping screws may be substituted for#14 screws. • Catalog Pages (PDFs): A.t❑p C-CFS10 (Cold-Formed Steel Connectors), page 15 I' Order free catalogs by mall Need help with downloads? 1 tap Printed May 2,2011 from httplh+Awr.slronglle.com/products/cis/fasteners-screws.esp O 2011 Simpson Strong-TIES • 9 of2 512/2.011 7:17 AM . . .. . 6716 I T - F 7n 94 j7._c../2.- .-.w ii J .. i i . . ... ....,.; 714/021..- — • .t''rf . • • • ' 41• . • . 'i'/...:ti.'.e.- ' . 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