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Plans • Consulting Engineers May 30,2014 Mr. Ian Gelbrich Hennebery Eddy Architects, Inc. 921 SW Washington Street, Suite 250 Portland, OR 97205 RE: TVF&R Station 51 —Seismic Upgrade, Renovation,and Addition Dear Ian: In response to the structural comments by the City of Tigard, we offer the following responses: 1. Calculation page 75 evaluates the footing for shear wall 2. Where are footing calculations for shear walls 3,4, and 5?OSSSC Sec. 1604.4 KPFF Response: Please see attached supplemental calculations for footings at shear walls 3,4,and 5. If you have any questions or need further information, please call me. Sincerely, Lauren DiPalma 0 7d1 —400%, ii'..T��,�,� LD/bd City of Tigard 0 Pil© f( A• •roved Plans By Date (9 10 19608 , lf1 ailla Attachment OFFICE COPY �g x. 14, 1,7 J. 1 EXP RES: 06)30/ fU 213186-permit comment letter 51—5-30-2014 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503)227-3251 Fax (503)227-7980 Seattle Everett Tacoma Lacey Portland Eugene Sacramento Grass Valley San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York .. Effa Consulting Engineers Tualatin Valley Fire & Rescue Station 51 Supplemental Structural Calculations KPFF Project No. 213186.00 May 30,2014 Submitted to: Hennebery Eddy Architects 921 SW Washington St., Suite 250 Portland, Oregon 97205 Submitted by: KPFF Consulting Engineers 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 Project f R I By L3 J Sheet NO. nagConsulting Engineers Locanon T;a -i s 0R— Date 5/3oIN ' va Client 41 Gik Revised Job No. ) na,d.a'apon Dote 21415(9.00 SKe..0-r (MO\ t41 RS w0.11 3; `'A 1,564` elilill r- — ---t I 6t )1011 , r, wall ''l D X✓ ��H-; e c_ � 3goa No 1 JPM 1)/.... = (12.5)( ()(75 e c - 56.25 ib FOOTING, -4. 01� Di, = (8 (313 4- $0) +DO a eid 5 = 312:I lb ., PoS-r D I- = !1 3 OO ' J b t� % Soo Lb 'Beet-x- '10 C?afto-t - x,33 X ZScro : 3300 p,.c) 4- 0.76: ?- 5"5 4- 3 22Y !-.ACS-o + - - (1314(1 II:, M - b•i (3q0-0)(1 1.5) "Z:.370 I -i~I- - zi37'/93`t9 X2.1 Pf ( y4) R - 2V .5c < 3300 3 ) 3Z C$- 2 (T. -- ab T r 0 , 1 esP oL, 0•GDL-0.16 ' PA-(0.4.)(934c6 - 5(ao4 lb N4= 21370 1b-cI-- ol.. ". 'L-7370/56cq = q.? ' - ' `/2 ,: 1.1. E 54—cwt waif +0 pr te.Ai-aver-1-1Arn i 0c, • t______. ©,7C34ra4s 5 Z38olb 8dih 1 ) ,,T , _ , Project '1 `�c 5} BY L ) sheer No. friliConsulting Engineers Loconon f1°c-c. I O - bate 5/30/P1 2. Client Revised Job No. Portland.Oregon ) Date 2118 •°0 S WaO crib+4I-t5 C4DA4-1 dv S t w°l 1 (1L = 2.5) ...t-2_3&0110 x 2.5 = 59 So 1.19. ^Tit ± [(236410 X2.5 T( 6o9(3)" (o 7//2 lb 441( ba--a (z" 0.c. = ago a�z 954+, - oas-pw cy d./,,(0ri5)(0.40)(60 xatutz) .l360QO tbl> 7/is h. C1nu k ( lo-H66- w/shear wed( Per e' 3/30 z) P'1'n - 0,4 As = D,4 (a.z0)(60puo) — 10 06D ib i 50 ►b 0 k... EMIConsulting Engineers Potwnd.oregon Project Location Giant Of- HePt SY (dal Ftsv n-a S . 6 By L Date 5 30 /t/ Revised Date Sheet No. 3 Job No. V S18b•00 9D60lb whc,L DL, 1S)( • )(-75 r5F) - 12315 lb wc-nNG - (is)(188 4-43o) - L/8?) lb X.i s M w NA /5(n.e s W all = 1110D lb r a,\ (18'' d-o n oNr �Q.o.ringr C low % 3300 esP) t_0.1 e e = 17,375 +'BZN -F 2(14vv) % tq,944 Ii M = 0.7 (Ro i)(».S) ' 72y5o 110-C6' 2 = 72'15° /17791 a C. L�G� ct 3(t,S)(I8-2(3. o"ot. • o. CP ( titlga) -- II9ac Ib M -72g5.0 11, -Pe = a,o . 4- `( ( 1) 191) 305)05- '44.0) 3300 pF /e- < 3306 p5 f Protect 1VF 51 By 1,9 Sheet No. n Consulting Engineers L°caticIn 1-142V A-i rtr'''' _tee s/3Co Client 144_A-- �ypgd Job No. ) Date 2131 •0D 5 r lW a I I Fv a 1 .ohs yvt- (,.S a l I S (MO\ 5 S sann.e, �u^ cO.S Waft ? \ bA-r h 5 a yell,, y�f S wl t C_ �ij(7 (_. (e 2,'� K) o Is a s o ;10-V ex15 AI cm', �,)G k ak e6�1' A' a .4- i S p tc a (J1 Y RECEIVED WMConsulting Engineers APR 3 0 2014 CITY OF TIGARD BUILDING DIVISION April 4, 2014 Mr. Ian Gelbrich Hennebery Eddy Architects, Inc. 921 SW Washington Street Suite 250 Portland, Oregon 97205 RE: TVF&R Station 51 —Seismic Upgrade, Renovation, and Addition Dear Ian: Attached please find the attached calculation sheets, dated April 4, 2014, which verify the structural adequacy of the TVF&R Station 51 —Seismic Upgrade, Renovation, and Addition, as shown on drawings S001 through S502 dated April 9, 2014. Design is based on the requirements of the 2010 Oregon Structural Specialty Code (OSSC), based on the 2009 International Building Code including Statewide Alternate Method No OSSC 08- 05, allowing the use of ASCE 41 for existing building evaluation and seismic retrofit. If you have any questions or need further information, please call me. Sincerely, QH Stuart Finney, PE, SE A y, SF/jkd 19608 riA 2131861calc letter 51—44-2014 City of Tigard Approved Plans 0 '• (:)° Attachments: By Date Structural Calculations _ F_sE'i i;� 061301/ OFFICE COPY 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503) 227-3251 Fax (503) 227-7980 Seattle Everett Tacoma Lacey Portland Eugene Sacramento Grass Valley San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York MgConsulting Engineers Tualatin Valley fire & Rescue Station 51 Structural Calculations KPFF Project No_ 213186.00 April 4, 2014 • Sttmitedto: Hennebery Eddy Architects 921 SW Washington St., Suite 250 Portland, Oregon 97205 Stbmittedby: KPFF Consuiing Engineers 1 1 1 SW Filth A venue, Suite 2500 Portland, Oregon 97204-3628 r* Consulting Engineers Tualatin Valley Fire & Rescue Station 51 TABLE OF CONITEIITS STRUCTURAL DESIGN NARRATIVE 1-2 STRUCTURAL CALCULATIONS 3-98 DESIGN LOADS : ..:,..... .....,._.. .............3-10 WALL OUT-OF-PLANE AND ATTACHMENTS 11-24 ROOF DIAPHRAGM ..:... .......... ......... . ..25-40 WALL I N-PLANE...................._...................................._. 41-51 W EST ADDITION 52-78 REFERENCE ANCHOR CAPACITIES 79-98 APPENDIX 99 MATERIAL TESTING (BY CARLSON TESTING,INC.) • ` t "} .. ... ;7;11i 6;W.1 Tualatin Valley Fire & Rescue Station 51 Structural Design Narrative Overview TVF&R is completing a voluntary seismic upgrade at Station 51 as part of a building renovation and expansion. Seismic upgrades include anchorage of masonry walls to roof, strengthening masonry walls out-of-plane using strongbacks where needed, and increasing roof diaphragm strength through additional nailing and blocking. The expansion includes an approximately 1,200 sq ft. addition on the west end constructed of steel. The geotechnical investigation showed a potential for liquefaction with settlement of up to 5 inches in a seis mic event. The primary structural concern was to accommodate up to 2 1/2 inches of differential settlement across the site, while maintaining a Life Safety performance level. To avoid members losing bearing due to differential settle ment, every joist and truss was tied to the existing wall. Existing Structure The building was constructed in 1992. It is constructed of reinforced masonry bearing and shear walls with plywood sheathing supported on wood trusses at the roof. The roof height is at approximately 13'-6" at the east and west ends of the building. The middle portion of the building is a taller apparatus bay, which has a peaked roof height of approximately 28'-7. The reinforced masonry walls are typically 6"' CMU at the north and south ends of the building, and 8" CMU around the taller apparatus bay. The high and low roofs of the building share common interior walls, however there are control joints separating the exterior walls. The building is founded on reinforced concrete spread and strip footings. The bottom of footing elevation is 24"-30" below the ground floor slab elevation. The ground floor slab is on grade; there is no basement or crawlspace. All exterior masonry is painted, with no exterior cladding, siding, or stucco. Building Code Design is based on the require ments of the 2010 Oregon Structural Specialty Code (OSSC), based on the 2009 International Building Code including Statewide Alternate Method No. OSSC 08-05, allowing the use of ASCE- .. 41 for existing building evaluation &seismic retrofit. Performance Level Design of the seismic retrofit is based on the following Performance Levels per ASCE 41-06: Immediate Occupancy for a 500 year return period earthquake (10% exceedence probability in 50 years) without liquefaction, Life Safety 500 year return period earthquake (10% exceedence probability in 50 years) with liquefaction and Life Safety for a 2500 year return period earthquake (2% exceedence probability in 50 years). 1 Reference Documents ASCE 41-06, Seismic Rehabilitation of Existing Buildings ASCE 7-05, Minimum Design Loads for Buildings and Other Structures ACI 318-05, Building Code Requirements for Structural Concrete ACI 530-08, Building Code Requirements for Masonry Structures AISC Steel Construction Manual 2005, 13th Edition AWS D1.1-04, D1.3-98, D1.4-09, Structural Welding Codes NDS-05, National Design Specification for Wood Construction 2 , • f f Tualatin Valley Fire cc Rescue Station 51 Design Loads 3 USGS Probabilistic Uniform Hazard Response Spectra Project Name = TVF&R 51 Date = Mon Jul 01 17:32:17 PDT 2013 Conterminous 48 States 2002 Data - Uniform Hazard Spectrum (UHS) for 10 % PE in 50 years BSE-1 Latitude = 45.4270 Longitude = -122.7680 B/C Boundary Data are based on a 0.05 deg grid spacing Period Sa Sd (sec) (g) (inches) 0.000 0.187 0.000 0.100 0.363 0.036 0.200 0.441 0.172-BSE-1 : S 0.300 0.386 0.339 0.500 0.295 0.720 1 .000 0.153 1 .496 < BSE-1 : 2.000 0.069 2.679 Conterminous 48 States 2002 Data Uniform Hazard Spectrum (UHS) for 2 % PE in 50 years BSE-2 Latitude = 45.4270 Longitude = -122.7680 B/C Boundary Data are based on a 0.05 deg grid spacing Period Sa Sd (sec) (g) (inches) 0.000 0.397 0.000 0.100 0.785 0.077 0.200 0.940 0.367 BSE-2: S. 0.300 0.829 0.729 0.500 0.643 1 .570 1 .000 0.338 3.303 <BSE-2: S, 2.000 0.155 6.068 http.//earthquake usgs gov/hazards/designmaps/grdmotion php 4 Project TVF&R Station 51 By SF sheer No ngli Location Tigard, OR Date 1/24/2014 Consulting Engineers — client HEA Revised Job No. r •aegon 213186 Date T\JF k — florno-fx S- 1 — 41 ct\-1-c _ / c 41 - o( . - rLA so c (,pass E f%E I ( i o t, 3 co — DC ewPA L H 6crE z ( PA, N3 (-) re"-- sfferi f -o-a: c- Geva o lSo EN►- (.+ixj (2 2 -t t D■ Oc C S -AcIVAC Pilit-A*A-k-RAC (,txknOI-/ - LA-T- _ ) A-5 > c-f2� (-a a -,, .7 6 - j 13' I - S - 0 - 441 5, r O'' 153 2 — SS = 0'9c9 Si = 07338 Aviv f cre- cc. -,X1-- 0.63 Sxi OeS/ 4 - 6-41491S 2/5 SX5 -Z)= O4 245)(10156-2)-r- 0.60 J547"- — Fix 0- F„ = 7 - G5 Sys = PIG" 5, _ 0' 90 �fiE(1.r ,N E t�V U(- Cams S rat,c,-M ecyt, �`_ n S\, 1. 6 .3 Z(3 of € 2 7 2 s� = 0 r I Z sx = O 60. 3 3 1,11c,M ■cic-t i1, Lol a ( 7 -z . � = 0 � �5 5 Project TVF&R Station 51 ay<SF Sheet No• MaLocation Tigard, OR Date 1/24/2014 Consulting Engineers Client HEA Revised ( Job No. Portland.Oregon 213186 Date e LAIL—VAL CC' f \(Z ,t\ 66e - I - 'fS = st (s 0.04 era = 0, 2 x,nesq - 0. I {3, = 4( [5,6 - Q.., (1oo,( o•o5)] - i > 0 = Sxs /g � (9 41 D -2 TS I . 0 g, 1, o D V = c, c 2 c, S, - �.. �-�-� pcAz ,ti,,k„ - I . 5 Cm = I . 0 7 R = 1. 0 a 60 Cl = 1 + 1 - 1 = 1 . O 6 0 ,Z1 C2 - ► , o 0 ' (pi vJ B6E. I I. '2 RC2 44x r2 •5 C, — Ifi -61 - i - i• 28 60>e_o'Z2 2 C2 = L r �, x,67 -I = l • 0 Z goo (2, 11 �' q` w e z 6 Project ITVF&R Station 51 By SF Sheet No. MgLocation Tigard, OR Date 1/24/2014 Consulting Engineers — r ■ — Client H EA Revised Job No. \ Portland.Oregon 213186 Date cfrt ( C-- M/ cC fA- o _ McA(7,Pc-ry s Bfrl R ooF T(wsSe'� e 2I 0 . c. - 3 P4 — 3f( " reAD0F o-n-p J 4 - 2 -s ec. E. - N 0 es - 5(42" Mom GElbat, $ tmc4-44516•1 - 2 . 5 ps . - YkcP - z , 0ese . [ ( ese W Kac M . - Roof- F2At-N. .{, 1J C1 - Z• s Ps� • — 3/4 R 6 F V-et\-1-1-1 r 1--i(, - 2 - 55 cis — Byriff- l / it50E - 4.0 esc_ - Sturm - 2'O . - kkQe - 7 . 0 Q,4 13 r sr • U r 0 L 1)Rr►ll 6 p_s4- !Win *i w MS _ b f%_L.'f c(L .A T=Y) fi , - (si-t — 67 14- . rsk- 7 Project TVF&R Station 51 By6SF Sheet No. EMU Consulting Engineers Location Tigard, OR Date!1/ 24/2014 - Client HEA Revised Job No. / Portland Oregon --- - - _ 21318 6 Dote NrEK t ot52 c rJo r a A- -t PP{en•r,or■+5 - 6 t c • B 0 0 0 'AREA A _. 0 A ..... ] .....4„. - —,: ._,—, -; _AR EA B ,.a , Mr kA t -` . a• 0 1 r r, ri AI )10 , ,-- I AREAC O �riT� iI 4 1 T�� rlt1SriliMni J� \I 1! _ "Li_s, -146.s it t-,43 ANL lik, ilikiisi NI IlTfikl-. 1. vii' ,._ _L mi3 . , ihtki, 14;2 7 . Oil .iiiN liiiii k. _ AREAD= ' i 0 cArIMAI%WIDOW IN r „,,., IN , ,WPM CONOILM AND I liklikk illp I METAI PANEL FELON. i I 11%MIL 111 w CESSE j I, r 4 .a-, ail ,,,, r J 6 ~r 3s ri. l III�_ ISLN�4i�l PAT. •P. il 1 I' ..;.'i r li m A.. mow. ..r �• PAT.ANDPAM // II Bf1C}( + _ �-�_I.—_ - r AREA EM —1� 0 c. :� a� s �• I (NEW) �, I I A]Y, 0 0 0 FLOOR PLAN WY 1r8' l.a N ± MSFRS GRIDLINES Rojecr TVF&R Station 51 5+ By 'SF Sheet No. rilli Location Tigard, OR Dote 11/24/2014 Consulting Engineers 'A Client HEA Revised Job No. P°mond.o'eg°° 213186 Dare ti-C- W kt1 . Ate (ft) RooF = 13 e4 >< 30'X e' = 311204 TRAR) 7b (L [ fit LL. 44€.141-ti- ( Lt.7'xI2 ')/ 8 12. 3 ' . 8 f.r Z , irt.A.6 To 1L Q W'Nbas _ `_1'3 x 11' + 4x5.3 , iu + 3,3,3.3 (E620,v T C"Lw 'Jku.) 12.3 12 ("7 2k11- i= 6, 5 4- O' 2 .• -- O, -rS 7.2 �� m � @ _ ��7 II•Z T 7'X 3.5 10 = -� , 3 r=r- (0-kv, i- emu 773 12-'27 €7 N --1'sok)114fE r At/5 = 67P cx + 12 - 2) ,t-g•s - 674 ,E 16 ,. 7' 2 = 2 (0q4 2LI,11L{ . 1400P = i3 1040 X (g• 5( t 17' = 18578 ■hwS - NokiR = b7 X ( 11.2 ,(13,8 77 = 1017LF 500tH = 67 ps( x ( + 4 )(1,3) - 1u5oS CAST = 67 e4 (60) x 8.8 + & 4115`S * W(e51- : v5( Nut_ $3 t_-PNV,,i.i g'B KE14 4T PfP xt Effee-T of r4 M i- 6u-r c-anti ,,"A M Lam.) Ii✓a)F e 49'61 �C �- N 3:( 2'�) = 6123q 4 lotkA („Mt) = Sx4x(2/+2141X6X67+yttixc,-i) - 20143.6 x 6( = 64$ 9 Project TVF&R Station 51 By <SF Sheet No. EIZEI Location Tigard, OR DateC 1/24/2014 Consulting Engineers cent H EA Revised Job No. �� Po lmtl.Oregon 213186 Date 1206F — t r(AA x 54' x es' = /111- oz Noev; 231)k t3',1 68 e4 4- 36 x t n Ps 0 5 4 o--31 A $a +- 2 n 54'x I t + ISto r 2-ay34 2-680 — Sgz39 U3 Scs1A-t-*1 = G12...3? L3 (Aeok c45.0 R-zuf) = 3 T 831 x 88 - Bois() 4 2- wE9 Giv,64e ) = - f of sC Vic - 1,0902 4 Kook- t4 ; r ( ( g•8 7o x-i-9 — 24, gga S� -t E7 ex ( )( g- g Ia '`,�3� = ziot3i eAir = 88 PS(-x(8•$4 6E 4- 1, 415) 62.295 We 2r ; bi Ps( x (e4y, 51 t- I'LL 32 ) rsf- ( � 2o + 1 i o) = 2t 400 1-13 QP'flrltlun4 ENrem 5111..)(A‘,(/- RoDf ►3 f5E W A1,- : 67 e4 x I2' "'f3 707 5 �g �p = Z223-72. L.E3 6) Ro-cf = is x SSx i5 = 55 P s� I6 «-3 wfru,s = 1 ) r IoP4 g' 92_00 4 E = ZSfl 1 So L tr; Tualatin Valley Fire & Rescue Station 51 Wall Out-of-Plane and Attachments Project TVF&R Station 51 By LD Sheet No. Consulting Engineers Locution Tigard, OR Date 1/24/2014 Client HEA Revised Job No. Portland.Oregon -- --- 213186 Dote C c14 Oak p. • CILAe ndnoro, �)�a tyre �. � C-�on Z,G.7 ,'1 - I Ivwwtt&lar- OW.Apan CAA x = I $ (c0 w 2.- q �XS 0- 6o9 F� = s x s = (I 16)(04 09) w = :JO o w 3sE SG . X= l. eccoo 2-�) AS = O,gjy e() 7,5(-1-) I . ( o ,914)u3 sE -► ( h c - \ : (mod lov' eoity ?`"v-a ft-+) (1.10)(67 Q5PYe►e) = (0gg1 ply g'r Gt-ku ° c (I,, ' asb-C- - &-� (f•16) (88 eSF:)( � 4- 3,33/ 72o P!� Fe tk‘ ti. �5(-;8-5 3& `a = (lto�(g8)(Y/-z)= i -/ ply (kzs crto (1.0)0553)(16\--4 + VS Pre- 'Fp (,4a- c3y - ^ s -5)= (i,io)( &)( II/z-}'�� (02 I p pIC- "� lJt s-� Sit, 5 Un r1 f' L .6 �v-cc- 3X !o lock,✓to a4- W al! // 30 i s+' S>:-1e5oY_\ L- . L a, wad( J. +-0 �o►S+ al" ►p1,tl CeMe (PiB J� S2>n )-. o r\ b 3.5 c P @ va 4.11 J— h V'x eu-o (p'- - .- - . fov t/y tt eAvi� t 6444-) - k' I 1°1 Tali-1�a.4- fANell c & t, ( 1•0) (6,(,$)(4.gc0 = yZ2Z (A c+ no 3,1 - a, .7-.2) S M pso-v1 2 -rT ,� w )o (0"0, [4_ '�a►IIoA4 (0a. i ocot. -- is v-o K e'alle-4/40(2„161X) (14)=- (I.0) ( ISoof 6)(7,1c ..5) 1,0)(o1g5) 2_64o Lb 12 ProJect TVF&R Station 51 By LD Sheet No. [Malocation Tigard, OR Dote 1/24/2014 Consulting Engineers Client H EA Revised Job No. Po^wrw.oreoon 213186 Dote i\-n • • �- c1,& k • + y\ C.a,A j — --- 5?if-s-cs," t'1--'f " I Li/ S'cL. r: 1-6k110-1-0 (g d ,noJt s) l Sty LYt'tantA-c) d0•4rr r Ca -/. 4) 1.1`t-- ( i.6') (t3Snl,b)(2ri‘. /a.6S) 0'5) (a4 s) -2383 A35 u'P VatsD�� ( l> ( T5 /b (Mai+t IDe)k-r r‘^ Y\e- M.',' S al. , 11:3 u-)4-1( (o" G0-4(4 tom ro 0C) 24,48447 = L. c use, y l g„ c -k. (.1"114 "-c4 cia > =2�18/(2 Z3 - 2,0 c2 e-. z ' +o wo,I (a" C)At ( Eon () 2 383/(9 Litt -f 3 7 ,A.5.c_ 2' emu (tour (b(-' Z 313/720 - 3,3 ` u V /6\35 I_ to cl-Akk 011%''N r"C. = 19 (3 / 10 u e, 2/ l C� &v Ate^S;S ` W Q 1 "-- A-;cFL-erfAl 4°a l d c 1- .c-ire 13 Project TVF&R Station 51 By LD meet No. M Location Tigard, OR Date 1/24/2014 Consulting Engineers Client HEA Revised Job No. Parto^d.o«9o^ 213186 Date 1 C3,/\ 'DI a.4�iTiiQ i 5 1 to,�O •+J ru-r. rybo l.anv to o.1 • (409Ork- o rho•SO( w5(R51 ckS/5v\ 1-ie,s wc1t15 ?0.c-ct ck 'r s joi5 t.tx... conk, ct," e, y'-o" 0c_ , F p = 4(6149) = 2 s 9'(n lb (6tl cM o „ 4'G5 e, Z' -D" oL t=p = 1 3 9:- ) 2-6 (451 (� 4'1)5.cr" c-516 Ski f w/88- 114; IS c- 2x IAD ci,l',1 t(old _- 1 7 o5 (Al aA U F ct'-tk ' .-t. 4) rr ' (1`0")(17os/t.6)(2. f.G/o.4s)(1,6)(o,as)= 3009 v If\ U,M - (Z .5 Max) W,,04 - 12,3`/-2.5" = y•9 �4' , 53.9/1/2.5 21.5 CA' 5e e, d"aP‘'‘'ro yn Urcr i ") 25. 7'Z,5 = /04,-S S�'ct�t�} c°'(C.F...Ea4-4 F/7C waltz Pe-ce.e)'\&'ctn_lar �o jpJ��`5 �o;9k 1vP C.Aoc-d- (1\-k- Fj• A-,-"`55 10o44 Ord cs > e r e o.n—lle6, -le,► e n ;. a se, lDwm‘" u y,.� w�oc� e,Qv nk, low_ 190A-A6- S Y� 'ts a•i$ e?X� . Z,$) Q -e-ru e-XQe.ck8 �� i s 1,5 -ii r •1 Odom;Q0.\ (LR C-t) !kV' (a . .2. -L> Acs odc,t).oJbs SNr Na . Z (Naee : Na Z. observed dA ti)/ Z,C t/ p 100-1-4— ,k an()'rs7-k`^-c`e. 1e.F,6(7. r.F.44) 14 (0,7.5)(57s) 2.14f9e%6)` (°.a5) q4n ps; 14 Project TVF&R Station 51 By LD Sheet No. Consulting Engineers Location Tigard, OR Dote 1/24/2014 Client HEA Revised Job No. Podlond.Oregon 213186 Date D a r ikc ,yam Tccs -- U tom- A o f r/5 Ts I /35G G 7,y" o, , (7,'1I6rx lily' A' A-0? 2,0625 )( 1 .375 ; � . $N (6,q1) / 'Pi p5? 195 ?' 614- Pmek. 5 4 9;/ " mss" L 29'" p, U. 2-(-1 °) 106)(5,5) JAY G ® mo N .cA\A Wood e 2.44 o c (2-" cA`-'f4s) c6D-#4-0,rv\ 6 "t �,� cilu cl.0 S i oY\ 6AA D \o"•-c� , 5V T 1 = Ill P5e)(21)( 5'{70 = S 9q �b 1-11.6 2 (19q) 3 8 8 Lb —t'(4n)c 4- -r-r, I4fa + 3s 8 22 D Fs t � 9 9 o OS (I5)(5.$) 15 Project TVF&R Station 51 By LD Sheet No 21BLocation Tigard, OR Date 1/24/2014 • Consulting Engineers Client HEA Revised Job No. p 213186 \l1 Date JUJOA 00k Orc- S4“tif \r\ • (ez ?eer 113 e S,?j O, - o� \aYkc. - -cdc n,n re\c o- lock\/s Corr.-- -ra4 n o t ted. V zk- \ tom-bov r S. ?Cr 7.2,. 2. •Z 0\41/46t300-6 (4r o - brn^-^6l i5 �,ww1 t-a �pera�'fic�. pra q.cs--f5, U rr9 %XSx s W (el 2-4-) rw,k, ne,46 fwA- iec, &tr ea t of p t ay.� s � %- e c- w"-1 s $65E.- ( e X = ,, c gSE-2(/- 1 X- 0,9 (1-0.191.e- 2-1-1) C-1? (a5E-t> - Xsxst)=(0,4)(D.6o9)(J 0.-7,65 i,J 5-e (6s -2> XSx5W = (o.4) (0.9Iq)0 =I0 .366 (_::DiE- 04‘407 15 6" LMT 1 Fp = 0,3b4 (ro7 psc = z-I i Psi tt 8 LMti Cc --; 0-34‘. (8?) PSc) =" 32 .2 QSF (it)o\ls G e��td- o.9 D 4-e ;nc,t4Ac W ncl-o�a.QJ P. c-ks. 1'irc. o l lb„�■•n 15 S 1n a l.0 n o-S a-r• caCOJJ \Q ,. „c,ri +rc._ S Q r-e S1-•4,24- 51-v01.30 elaq'1 g S r d a O 1.0 uocA l 3 I, �a a� �.nnb' ( 4 %%, Loo KO1 h421(NO- s I3.67 t (,= 5.625 in \kc*. A-c.1�.Ss = 5 il8"oc- 2cioC" = 1/2 wall + Vz. (e-&zp-= 5. 425/z -f- 3/2- 1.S1 .^ ?A wo.\\ ^ I•f (47)(13.67 /Z �-1 = 577 ply roof- L.( (IS f5c)(►g,s/2i) = 153 ply kA A-03M\ = 577 --f S 3 = 73o f 1 - N\c (gnaw-or (Lie_ 2-7 tb— N ak-', c..31,47c, wA►L IvaS 004- o" bDkte■, s Si m 3 d rc. oPrDs;4-c.- . . • 16 Project TVF&R Station 51 By LD Sheet No. nIgliLocation Tigard, OR Dote 1/24/2014 Consulting Engineers Client H E A Revised Job No. Portland.awn 213186 Date — 01).,\\ ( j 0 \p✓�t, Cafe WA\\ S4c.NN25s h1k 30 tt fA%e, a. 2Vry‘ cxr- V\ ) 3 < 0.05 O'1 V1/ I3.67xI115, 25 = ZT ,2 < 3� 730/(s.67.5 xtix1So-t)= 0. 0072 < 092 oIG Dekt cr^+.r\e_. n ov1 r\&\ ( or-V0,&46..) 5= ' 5 @-y 8'1 of = 0,31 f 0,677 k s ,A c o b 0'1 )(b boi) ) '1' 7 o 0.0 b c t ,A z/k- Gap ou CS �2 (cu4, 5.6 zs f7. : 2.981 ►�\ 0 = Pic. cJ /o,gc:t _ (0.0V:6(6000o) B/%50-0)( 0. 37 ;r\ c. = e,/o,`6 - (0.'Wo.% = o.' 1 M,n = As.,c (c /7.l - (0.oF�q)(6.oduo� (Z.'i 1 -- O.37/z) x Z 11.1±.8_ I b -c4-1 De .c Guess 4 cro,ccp Sic_- `^ C c) kc J � = 1111- b = (/,z)( I2)(s►GZs)3 = 178 id �G3 �3c.. �d _�� - ('z. u.�f6� � 2----- .-Ti(0.0%co( 2 .�!-O.�f6)2- 3 oso cc 153 e-5+ (AGI 53o -dab'►-c- 3. 1 $ � 1 (Is'3)(178)/(2_.2, got ‘lo De ' -e-- A- l 1 ko w-' {-�i w A\\ tr^&- V- Muo = Mc, + Me % Mc, kFp1� /S = 27 + ice-S (13,4-7)7/$ = 5?9 III_ck- `fuEs� ``/8(Ioso0- )(178) j\A4■= MNd 1, 59q +130 ( 0. I6/12 = Cooq I6-c1- h = S(6o(,)( 13.67)2 X 123 O, 11 i f1 LfS (1o5oa )(17S.) Ltikv, ; oce \b-c4-7-1 (o cori >Mme. ) 5M !N2 + 5 (M,+-Ma:)tn1 kMA = 0='S ( Il(,b) - `v76 lh- fo6 lo - °�- 3ev se re 51/1. ems Ctre- r xAa I tic\.ex- c - wa.113 17 ASCE 41-06 Out of Plane Wall Analysis TVF&R 51 Project# 213186 Expected Masonry Properties BSE-1 Properties BSE-2 Properties - Knowledge Factor,k 0.75 (Section 2.2 6.4 j Perfomance Level:10 Perfomance Level:LS Condition Good (Section 72.3) Sxs 0.609 Sxs 0.914 f'm(psi) 1500 (Specified) X(wall) 0.6 X(wall) 0.4 Em(ksi) 1050 (AC1530 1.8.2.2.1) fr(psi) 153 (ACI 530 Table 3.1.a 2) fy(psi) 60000 (Specified) Es(ksi) 29000 (Specified) Wall 6"CMU no roof load 6"CMU w/roof-Grid 1 6"CMU w/roof-Grid 4 Load Combo 0.9D+E 1.1 D+E 0.9D+E 1.1 D+E 0.9D+E 1.1 D+E Wall height(ft) 14.33 14.33 14.33 14.33 14.33 14.33 Roof height,h(ft) 13.33 13.33 13.33 13.33 13.33 13.33 t(in) 5.625 5.625 5.625 5.625 5.625 5.625 Wall weight,W(psf) 67 67 67 67 67 67 Reinforcement #5@ 48 #5@ 48 #5@ 48 #5@ 48 #5@ 48 #5@ 48 Left Roof load(service)(plf) 0 0 130 130 374 374 Left Roof eccentricity,e(in) 4.56 4.56 4.56 4.56 4.56 4.56 Right Roof load(service)(plf) 0 0 0 0 0 0 Right Roof eccentricity,e(in) 4.56 4.56 4.56 4.56 4.56 4.56 Pu,wall(plf) 514 565 514 565 514 565 Pu,roof(plf) 0 0 117 143 337 411 Pu,total(plf) 514 565 631 708 850 976 M..,(lb-ft) 0 0 22 27 64 78 h/t<30 28.4 28.4 28.4 28.4 28.4 28.4 Pu/Ag'f m<0.2(0.05 if hA>30) 0.005 0.006 0.006 0.007 0.008 0.010 As(in2/ft) 0.077 0.077 0.077 0.077 0.077 0.077 Ase(in2/ft) 0.085 0.086 0.087 0.088 0.091 0.093 d(in) 2.81 2.81 2.81 2.81 2.81 2.81 a(in) 0.36 0.36 0.36 0.37 0.38 0.39 c(in) 0.44 0.45 0.45 0.46 0,47 0.48 Lower Bound,MO(Ib-ft) 1123 1134 1147 1163 1192 1217 Ig(in4) 178 178 178 178 178 178 Icr(in4) 13.6 13 7 13.8 13.9 14.2 14.4 Mcr(1b-ft) 807 807 807 807 807 807 BSE BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 Fp(X'Sxs'W)(psf) 24.5 24.5 24.5 24.5 24.5 24.5 24.5 24.5 24.5 24.5 24.5 24.5 ME initial(lb-ft) 544 544 544 544 544 544 544 544 544 544 544 544 Mu1(M;;+ME)(1bft) 544 544 544 544 566 566 571 571 608 608 622 622 Deltal(in) 0.09 0.09 0.09 0.09 0.10 0.10 0.10 0.10 0.10 0.10 0.11 0.11 Mug(lb-ft) 548 548 548 548 571 571 577 577 615 615 631 631 Deltal(in) 0.09 0.09 0.09 0.09 0.10 0.10 0.10 0.10 0.11 0.11 0.11 0.11 Mu3(lb-ft) 548 548 548 548 571 571 577 577 615 615 631 631 Delta3(in) 0.09 0.09 0.09 0.09 0.10 0,10 0.10 0.10 0.11 0.11 0.11 0.11 Mu4(loft) 548 548 548 548 571 571 577 577 615 615 631 631 Convergence(<3%) 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% N1,F (m+lV4+P.,•p)lib-ft) 548 548 548 548 571 571 577 577 615 615 631 631 kM,,,(Ib-ft) 842 842 850 850 860 860 872 872 894 894 913 913 Acceptable YES YES YES YES YES YES YES YES YES YES YES YES NOTES EXAMPLE WALL 1P. ASCE 41-06 Out of Plane Wall Analysis TVF&R 51 Project# 213186 Expected Masonry Properties BSE-1 Properties BSE-2 Properties Knowledge Factor,k 0.75 (Section 2264) Perfomance Level:10 Perfomance Level:LS Condition Good (Section 723) Sxs 0.609 Sxs 0.914 fm(psi) 1500 (Specified J X(wall) 0.6 X(wall) 0.4 Em(ksi) 1050 (AC1530 1.8.2 2 1 J fr(psi) 153 (AC1530 Table 3.1 8 2) fy(psi) 60000 (Spec ed J Es(ksi) 29000 (Specified) Wall 8"CMU w/roof-Grid 2 8"CMU w/roof-Grid3 8"CMU no roof load Load Combo 0.9D+E 1.1 D+E 0.9D+E 1.1 D+E 0.9D+E 1 1 D+E Wall height(ft) 21 21 21 21 21 21 Roof height,h(ft) 13.33 13.33 13.33 13.33 20 20 t(in) 7.625 7.625 7.625 7.625 7.625 7.625 Wall weight,W(psf) 88 88 88 88 88 88 Reinforcement #5@ 48 #5@ 48 #5@ 48 #5@ 48 #5@ 12 #5@ 12 Left Roof load(service)(plf) 130 130 317 317 0 0 Left Roof eccentricity,e(in) 5.31 5.31 5.31 5.31 5.31 5.31 Right Roof load(service)(pit) 317 317 374 374 0 0 Right Roof eccentricity,e(in) 5.31 5.31 5.31 5.31 5.31 5.31 Pu,wall(plf) 1261 1388 1261 1388 968 1065 Pu,roof(plf) 402 492 622 760 0 0 Pu,total(plf) 1664 1879 1883 2148 968 1065 M,,(lb-ft) 37 46 11 14 0 0 h/t<30 21.0 21.0 21 0 21.0 31.5 31.5 Pu/Ag'fm<0.2(0.05 if hR>30) 0.012 0.014 0.014 0.016 0.007 0.008 As(in2/ft) 0.077 0.077 0.077 0.077 0.307 0.307 Ase(in2/11) 0.104 0.108 0.108 0.112 0.323 0.325 d(in) 3.81 3.81 3.81 3.81 3.81 3.81 a(in) 0.44 045 0.45 0.47 1.35 1.35 c(in) 0.54 0.56 0.56 0.59 1.68 1.69 Lower Bound,Mni(lb-ft) 1877 1938 1939 2013 5070 5089 Ig(in4) 443 443 443 443 443 443 Icr(in4) 31.5 32.2 32.2 33.2 59.5 59.7 Mcr(lb-ft) 1483 1483 1483 1483 1483 1483 BSE BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 _ BSE-2 Fp(X'Sxs*W)(psf) 32,2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 ME initial(lb-ft) 714 714 714 714 714 714 714 714 1608 1608 1608 1608 Mu1 (M,,+ME)(lb-ft) 752 752 760 760 726 726 728 728 1608 1608 1608 1608 Delta)(in) 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.37 0.37 0.37 0.37 Mu2(lb-ft) 759 759 768 768 734 734 737 737 1638 1638 1641 1641 Delta2(in) 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.41 0.41 0.41 041 Mu3(lb-ft) 759 759 768 768 734 734 737 737 1641 1641 1645 1645 Delta30n) 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.41 0.41 0.42 042 Mu4(lb-ft) 759 759 768 768 734 734 737 737 1641 1641 1645 1645 Convergence(<3%) 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Mor(M4;+ry +Pii*A)lib-ft) 759 759 768 768 734 734 737 737 1641 1641 1645 1645 kM„ (1b-11) 1408 1408 1453 1453 1454 1454 1509 1509 3802 3802 3817 3817 Acceptable YES YES YES YES YES YES YES YES YES YES YES YES NOTES 15 ASCE 41-06 Out of Plane Wall Analysis TVF&R 51 Project# 213186 Expected Masonry Properties BSE-1 Properties BSE-2 Properties _ Knowledge Factor,k 0.75 (Section 22.6.4) Perfomance Level 10 Perfomance Lever LS Condition Good (Section 7.2.3) Sxs 0.609 Sxs 0 914 Pm(psi) 1500 (Specified/ X(wall) 0.6 X(wall) 0.4 Em(ksi) 1050 (AC1530 18.22 1) _ ft(Psi) 153 (ACI530 Table 3.1.8.2) fy(psi) 60000 (Specified) Es(ks) 29000 (Speared) Wall 8"CMU Piers-Max Wall Height 8"CMU Piers-Min Wall Height Load Combo 0.9D+E 1.1D+E 0.9D+E 1.1 D+E Wall height(ft) 28 28 16.64 16.64 Roof height,h(It) 16.64 16.64 16.64 16.64 t(in) 7.625 7.625 7.625 7.625 Wall weight,W(psf) 88 88 88 88 Reinforcement #5@ 12 #5@ 12 #5@ 12 #5@ 12 Left Roof load(service)(plf) 0 0 0 0 Left Roof eccentricity,e(in) 5.31 5.31 5.31 5.31 Right Roof load(service)(plf) 0 0 0 0 Right Roof eccentricity,e(in) 5.31 5.31 5.31 5.31 Pu,wall(plf) 3697 4519 2797 3419 Pu,roof(plf) 0 0 0 0 Pu,total(plf) 3697 4519 2797 3419 MG(lb-ft) 0 0 0 0 hit<30 26.2 26.2 26.2 26.2 Pu/Ag*fm<0.2(0.05 if hft>30) 0.027 0.033 0.020 0.025 As(in2/ft) 0.307 0.307 0.307 0.307 Ase(in2/ft) 0.323 0.3245 0.368 0.3821 _ d(in) 5.50 5.50 5.50 5.50 a(in) 1.35 1.35 1.54 1.59 c(in) 1.68 1.69 1.92 1.99 Lower Bound,MnI(1b-ft) 7794 7828 8718 8987 Ig(in4) 443 443 443 443 lcr(in4) 149.1 149.4 158.8 161.5 Mcr(lb-ft) 1483 1483 1483 1483 BSE BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 BSE-1 BSE-2 Fp(X*Sxs'W)(psf) 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 ME initial(lb-ft) 3200 3200 3200 3200 3200 3200 3200 3200 Mu1 (MG+ME)(lb-ft) 3200 3200 3200 3200 3200 3200 3200 3200 Deltal (in) 0.71 0.71 0.70 0.70 0.67 0.67 0.66 0.66 Mu2(lb-ft) 3417 3417 3465 3465 3357 3357 3389 3389 Delta2(in) 0.77 0.77 0.79 0.79 0.72 0.72 0.72 0.72 Mu3(lb-ft) 3439 3439 3497 3497 3368 3368 3405 3405 Delta3(in) 0.78 0.78 0.80 0.80 0.72 0.72 0.72 0.72 Mu4(lb-ft) 3441 3441 3501 3501 3368 3368 3406 3406 Convergence(<3%) 0.1% 0.1% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% MuF(MG+ME+P„*A)(Ib-t) 3441 3441 3501 3501 3368 3368 3406 3406 kM„1(lb-ft) 5846 5846 5871 5871 6538 6538 6740 6740 Acceptable YES YES YES YES YES YES YES YES NOTES Vertical Reinforcement is 545 EF(d=5.5')per Foundation Plan Note 1 on Sheet 2. Pu&Mu adjusted for area of walls above apparatus bay doors(16.5'left&12'right) (maximum Pu&Mu).Maximum Pu is used to determine second order effects. - Mn is based on pier self weight only(minimum Pu)to account for maximum moment occuring above lintel. 20 Project TVF&R Station 51 By LD Sheet No. Location Tigard, OR Dote 1/24/2014 MB Consulting Engineers Client HEA Revised Job No. Portland,Olegon 213186 Date I Erg- rA GL W?--;%H' e--- lJ u' (k,,.t\ 1,,4. 1,\i'wo01) -�� ifs F -k-- Cab)(Cy)= Copy \Y r -- e+,\ vac(_ : (0:LO( o,9l�,( (0�Li)- 2_sy ,pi- - 13 F{,wo-11 = sxsXW= (0,q)(a,1tg)(6-7) 21-l>,5 ps - fr\o,,c o owu,r,-1 S " .0 .Ib- e. ia- C5e-2 P- .! s►r , j G = (IB.S/2 S?5f. +(8'/z)(I3psc) +- (t .-3— b- (c,-.7 ,sF�-- 5% plc- ., Sze, Sgt ea8-Ae-e " : M,F = 82.`4 lb-C4' 1LM„} 86 q lb -c-4-- > g Z`f tsb-c{- O K- 21 Load Diagram RAM SBeam v5.01 08/15/13 14:56:44 RAM SBeam v3 .0 Shear, Moment, and Deflection Diagrams • Span information (ft) : I-End (0. 00, 0. 00) J-End (13.33, 0.00) Shear -1 Moment 1 0 Deflection -0 . 1 Max DL Shear = 0.39 kips Max Shear = 0 . 39 kips Max Pos Moment = 0. 80 kip-ft at 7. 961 ft 23 ASCE 41-06 Out of Plane Wall Analysis TVF&R 51 Project# 213186 Expected Masonry Properties BSE-1 Properties BSE-2 Properties Knowledge Factor,k 0.75 (Section 2.2 6.4) Perfomance Level:10 Perfomance Level:LS Condition Good (Section 7.2 3) Sxs 0.609 Sxs 0.914 fm(psi) 1500 (Specified) X(wall) 0.6 X(wall) 0.4 _ Em(ksi) 1050 (AC1530 1 8.22 11 f r(psi) 153 (AC1530 Tabb 3.18 2) N(Psi) 60000 (Specfied) Es(ksi) 29000 (Specded) Wall 6"CMU Grid 2-With Area A Load Combo 0.9D+E 1.1D+E Wall height(ft) 14.33 14.33 Roof height, h(ft) 13.33 13.33 t(in) 5.625 5.625 Wall weight,W(psf) 67 67 Reinforcement #5@ 48 #5@ 48 Left Roof load(service)(plf) 120 120 Left Roof eccentricity,e(in) 4.56 4.56 Right Roof load(service)(Of) 52 52 Right Roof eccentricity, e(in) 4.56 4.56 Pu,wall(plf) 382 467 Pu,roof(plf) 155 189 Pu,total(plf) 537 656 _ MG(Ib-ft) 12 14 h/t<30 28.4 28.4 Pu/Ag*f m<0.2(0.05 if h/t>30) 0.005 0.006 _ As(in2/ft) 0.077 0.077 Ase(in2/ft) 0.086 0.088 d(in) 2.81 2.81 a(in) 0.36 0.37 c(in) 0.45 0.46 Lower Bound, MnI (lb-ft) 1128 1152 Ig(in4) 178 178 Icr(in4) 13.6 13.8 Mcr(lb-ft) 807 807 BSE BSE-1 BSE-2 BSE-1 BSE-2 Fp(X*Sxs*W)(psf) 24.5 24.5 24.5 24.5 ME initial(lb-ft) 800 800 800 800 Mul(MG+ME)(lb-ft) 812 812 814 814 Deltal (in) 0.15 0.15 0.15 0.15 Mu2(lb-ft) 818 818 823 823 Detta2(in) 0.16 0.16 0.17 0.17 Mu3(Ib-ft) 819 819 824 824 _ Detta3(in) 0.17 0.17 0.18 0.18 Mu4(lb-ft) 819 819 824 824 Convergence(<3%) 0.0% 0.0% 0.0% 0.0% _ v MJF(MG+ ME+P„*A)(lb-ft) 819 819 824 824 kM„i(lb-ft) 846 846 864 864 Acceptable YES YES YES YES - NOTES Includes additional force from Area A at 2 ft below roof level 24 MN ri Es.t: Tualatin Valley Fire & Rescue Station 5.1 Roof Diaphragm 25 Lintc k 9\m-z)- 14A. S4 CSk-k ilffli Consulting Engineers Portfona.Oreaon Project TVF&R Station 51 Location Tigard, OR Client HEA By LD Date 1/24/2014 Revised Date N- S 6-Q : N A P-oo4 + Po_r ,1-;-e-As (6-'4> sy�aa��a115 3.12_ -I- 0+ (611/1o0-0)( e)+-(5.112)(7.21) = I . OK /art.. Q = Rvoi- -t- ?ac 41 +S -- (e-,10.-)) S�c a.rw OA IS ►S•S (•'®* Z .4+to2+ la. 5.) = w0.`4 A'crd.& ( = Q k a- rc c-f-Po n = `/9. 3 4- ot 24 Q .'L) - 1(0'7.7K f t rc.e. ') = R,ro F k Pu ri I tU,, -r En +t i> .1 ( ..-L' ) S ike-erw 045: 19. 0 4-- 2.Li + (1 .9 7.r) 1 (2-6./ + = I P-I ,u f c-`2 0 Ac = 3.4 Z k-o .+- o�oi.(k3V 6.8) k (12..CA-7,z1) = 13:9 It 6 = 18 �s� •� +- (q4:b; (0I•3,)- /24 L = 4-M3 A- o 4- 2 (11.6) _ 71.31<- -�-- D = 49,o .i- z•`► E—w 6Q : Sheet No. Job No. 213186 Phrrv. cb-15krd2v4filDY1 (v= 1,0-0'w> 0-5 cc; pct-co 1'4• 0/2..(36) 2Z53 P1F 11“rc.4— (. - 10—1 /2032.1) . I o2 di P1� 11`f.y/2-(1-1) = 7/3 Pic E." EQ : i}rcz.. , (i . Psre,o..k) ccoirn P. t 30.s_t___ , .1 .0Iso.3 `k, 0 ?lc- o,S' L Zo. 5' L1e33' � 26 F P IF� s goo i'6 elk- 17_ (6zz pl4 Project TVF&R Station 51 BY LD Sheet No. ngli Location Tigard, OR Date 1/24/2014 Consulting Engineers -- Client HEA Revised Job No. P°"lo^°-°reg°^ - 213186 — — Date /I*, 6 S • C../.51(‘ k % g��. =CI622.x Io.sly]/�a os = 960 plc- elf" 7,1c161-t- yt,'t)(7.33)143 /Ig.5 - 1-f 13 fie- e- Z ( )= [00-2)(513.‘i/2-) +- (goz)( -3) (z1.n/38.G-r- (//96= 209-q FIC -'� ( [(1627)(36.671Z) 4-"(y62)(.ZM(11.5/38o(0?)]/1636 s= I S(DCo p►� C- = -71.3 /ZCSti) 660 ç 1C- 151.cl/2(yq)= \62 pVC- 1.5 Vn (80 5 71.1-) (tt'DS `f.2 A 1 g) t‘ > C•_ — 2a" (' ' x ( VC.E vi,A% oc It c.d. l,S(3e0) = 5qo pI F - ) 7x(5hM/ B 9 — 3/4 " �►� 0 3x. vn.e,.,b -(3 �d- t\a.115 6 IOC e e- 11" vG E V;Aloloc.,lue 1. 5( ) = c plc- 8d no-11$ C-'. N" cpG e4- - C 1d- Uc e \p l„c,1t4,d ro S(S ) = 1207) e) 27 Project TVF&R Station 51 By LD Sheet No. • ffli Location Tigard, OR Date 1/24/2014 Consulting Engineers - Client HEA Revised Job No. Portland.Oregon - 213186 �_ - -- - - - Date �la 1c� d►� Skrc`tiV\( /(1/\- CO'A}. stSe — I ; \i"1" 0.4 o 9 t.) (Mvt,+-OLx = 1 ..5) ?uko cwto', -e_. 0-1 a K % 1,o ( 0e- h _ -r-5,n wtt1 tot pzr e.2. .2.'I) — 5 6©,° Pre. A — \I oo6oc (233) ; 1,42,12 \c- mK�� C1 S)(h6)(54C) = SW PI' 7I`><2 pIf off- Zx ►> -c�- -- vt (0.6o a)(3gi2�) zp? nnk.Jc,e % (1,s")(1,0)(006) --, ciao Plc. '? 23? plc Ov- •sx l�rc� G -- 'Jc = (0.609)(l o2k) % 622..v`PI F mkVCC S:016)0 )(5yo) , el0 p "7 6221 1F 0 '"''`' A rce` VD (0.6°c:6(743) 7" 452 e)c IMkAcc = (1,5)(1 6)(6on) To 9 yo ) 452 ply oft ber- E_W c� Pc>- �1�g_L - 0.6ol (6460) ?1F < c.ov mac. O.6o = SV2P1F < °! 3x b-rr v ��-D = 5 (�q0 v-9 01c.. kn • 0.609 (LJV3) - 252 pC-- < 90-o r vSFy(0 "09 (2D°11) `- :1276 ()IC- / (too !i• 6), b\o(AL VgG-s (T) _ cool (1eb 66) = 113(0 , PIS <10-00 cioc el s ex:s+t*-, bt0cudn WOc-Vice ct,tr`boc14e4) (16)0.0)(000)--_-_- Q1c- ff\V-- E 001c)(--1 ) = (‘,s.)()•o7 (II-06 I(?)Ot7 plc LatAc k4A A (F> q o v IxTB -CC(cz24-1(6 2)L/X4,5 a(oo Go9) L, - S.5 c{- �Q - 113411622-.)Lbg.5i (0.6°9) c+ Le-xtsv = - 7 qry cr- 01G 28 Project TVF&R Station 51 By LD Sheet No. MBLocation Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised LD Job No. Gortland.Oregon 213186.00 } Dote 4/1/2014 %S6 '1 , c,Rai'1, Arr-e— c. - uG - (0.604) (466) = Liar Q1 rnk. act (11s)(11o) (540)== o P 1.c &- zx yvt.C,a,ber M14-06,6- = (IrS)(0)((12-ad) = (Soo P 1� 7 9 r 1 QQ1 Cr Cpl^f c - `e,Ak'-- EA- .191Dc -tt)Cf (L ex I'M- s 8.c-4> • P \;t 1(>0.6.- 59.9/-7-i)(th60) 12 4,lY P►F'___.. (1.5)(1,0)(G0-©) =-cr . 1161' 1._/e49 •5 - < 8.0 Z a V — 1ni8(0 l� V..ex-C-IscPiN0.nC-e_.. e,1=Ls y■ l „tA 10c k„Gt 2.5 (-\-"abrc._ 6-3 utl-bloc, - 4 r.i,z,,,Y ) - i m blo t `AV�f �5-c- 2.5' b�-,e.� ov\ o.S 4 dE,R-- 04.aK t -S cam ° }\co. R — \ift =. lel (233)_ 2 76 pl4 (move gIc i 12s,pavls-c.) rink-O ce. - t 2.5))0,6)(5 4 0 = 1350 Plc "Z-7( p 1. g.k zX ,rib-C (A..b iac,lu2 /6„. 5 - Vis, I, 8(0(392) = LIG6 Q1F (No'k.- G(� �4 fL�sPonsc� yvlkl/ce (Zo5)(I.o)(&a ) - 1SoD pig- y&.5 plc Ok_ 3X u�1oc/cad 12-11 p1C. Ke-Uce (20 5)(1,o)(sWo)= 1350 Ply > 1211 Pi F 014 421t w ,bu� 41nlo oal�4t PccfA- — vD = le(S6C111 = 58t p-F Y,lkoke \soo ()\-F 881 e 29 Prolect TVF&R Station 51 By LD Street No. iocohon Tigard, OR Date 1/24/2014 Consulting Engineers Client H EA Revised Job No. Portland.Oregon 213186 Date Qw, Siva $ -a (.04. -IA) ea . g, (Inc. f P1104 (2.5)[L0)(60-8-) = 150 6 p!c- mk d� k--"* ock4-4);(z,$)(1.o)(12w) — '3 Goo pl Vg15-c- - b(+4c0- sLI ply < isoo PIF le- VS`-1) 1,18 6 (616) its < /Sob 91C- t. e3t2h bbck�- Vgp_F = I.IB(. (`1I3) "MO p1 - < I5avpi1 oti vac S(F)= 1,186 (Zo94)= 215/ P►� ) IS" pl; & L bl oak 4aF-sCt i. 186 ( 1866) - 2 13 c2\F C soft P 1‘f Ckccte_ e.A4c.ois o� LZ✓t8'I''L. of b locl��n� �c�{� Cisf�� bk�cic 'n I To- 2467 --((14224,-,46z)L/,8,s�0,/g6) 1,-rev= 4 conki-013 3V-t $SE-! 15ti = 22,13 1'i36) ll lL = (0..c) 6 .9 ct C��L 1- 1436 ( 66o) = 783 pI� PA■c\lc,‘ = (2,5)(1.o)(sgo) 1350 ply 7783 QIF ,x c ck A-re"- — t/ I 1 1 86 (1(0-2-1) ---' (c130 Q IF MkVc� _ (2.5')(1,6)04/40) 230o-0 p1>; ) 1930 PI,F 3x nscrNbtt C-c,tt 1‘11tc 4-.-- 1916 y bl oc,ic-a_ t pp►�ea- �o � _� (1sq,-I /7-7T(1. 186)— 2q55 1� (z.$)(i,o)( 60-6) 1130 2-`/5' L/49. P 8. 6 g c+- 00, Ex a. nc8- 'aka()(-i j L/ n6'^(frj ()AWL- 1 ole- 8 0' (vr\= 600 i I-P) 403 g 13o - -2:455(8)/4 = 1520 ;p1 F . mk vG6 = (2,s1(I,6)[(,,$)((oa0)] X230P1 - 7 tsZ9 Ckte.c k V B F '1 e o_,x6 s 2q 0?-" n n q VC L� i2 � 22i3 - 2-7--.(Iz)/18. (1,18b.)1 18,s/(113.5- =1322, p1� < 150 (c?,5E - 2 ct,r` o`S - 1e18fo/z. > C�,6o9/i,5 o. t 0.(-11 30 Project TVF&R Station 51 By LD Sheet No. EMEILocation Tigard, OR Date 1/24/2014 Consulting Engineers Client HEA Revised Job No. Portland.Oregon - ..-- - -- 213186 ) - - - Date GNP bind be kel I Acs= 2-41'5 0.6Z -1rc,1.. = (0.15)(oe6 is) C C>> 3.-7 ao( .-1lo lb/ check_ ; Q SG -I or 835E -Z C v t s -1 : V 4 Z o-60$ /(, 00k o)( .4 ' c.z t-a &5E -z ! i 1.is6w/6.Z7B)(I,616k,A� o.gs4 w N-5EQ; - /k : w - o.00$ (114.0)/1o5 - 1135p1 - `1-71A Id''(W+-118) /a. 'C�it351 sT-/g /30-3 = Z&3 lb < zT o-- lb of Pn c... Q' t A 0.t,os (cavil/18.s= 11 tS ,I T- E(3.6-0(15.5)1/83 /-77 = < 2790 rb £f w - o.6o-a (►677)/5`1 I �OF" pi -r- CCiBft)(5LI ./g]/81,ti= 8�l7 - < Z7 gvro t'i 0 ; W 0.(00t OIL = it-111 Etc- Co`119)(`I0)214/77 ON113 oie- E C-fit AV-(A- �3 (►�- 1))e • Lo sf' 'SAP*.n hee w -s 1- I 06\6 13a'w- $t (3 a. 6.71) W 006o ( 1 wfoq/71 + 13.9/30.33 P■c. ��12651(3S94-7)' /8) /I .5 = 12 r€ lj < 27yo17 ok C- w 04bo8 (01.3) /81.2= 53q I C( )(6147,T e:iiSy= 9150 2?9o-D th /4 Ada o W= 0,6o6(I$9.9)/77 I2$ f -IF 1-= C(ii59")(77)1/43/Y9 = lgotn y' < 2i vo ib u- _) 31 project TVF&R Station 51 By LD Sheet No. Location Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised LD Job No. Portland.Oregon 213186.00 Dote 4/1/2014 Ibic.ph-r ,rn Sc J cal/4. C C.44- Sul b dA...4) , s ,e,,.r b--.ci 1,0,,,(1_-:.•, rn1 6 (d-3 6 _ st 4 - Mwn o':k J 2.5 : I 17ek ,N, e_ ok;c_k E.z, c..›v4vots se,Se - k < tl = 0.604 :,) C3sc.-7-° 'jr. 1. 186(, ry(sol=1.0 rno-s) 2.5-- tL7-0,,S k 0,75 V/MIC'= 0.060?1 (1,o)((,-7 V/Mk----- I $b,4/(21S)(0.1 ) 0,817_ 1 c,-)1\t` ok iY = 0. 6'33 (i3 ac motki-on coo 11e-a C.,= it% o c., = 1.27 a GZ i,o-0 ct z t.o1$ S 1.0 2..0 Vfc; c S =,0•60`t 1A) (16)(0)0,6) ViC,,Gts' I•1$(0J/(1.z78)()-0Ig)(74 0.609V) 4\vi5 it_ . 0. <456, t-J► CRS r o r Iles. (U-5t 0*9) t J I c .e"la5 1 C: A1se-A A\ ; 0 0 t c`c. td- ` 7 '-6" Li o.11 cA.-\ span, l'\06-2_0,-Om t ye.,- -n watts on 14 Z go+\6- b2 C e en S-y'-o"" O L ti-/ 2,- #q Ct 224•5 es. ( -WaIl o ?c do e - - -1 (zN,,;)(7,5)2"/8 ' 689 (.b-f' 5,4,zs/2 Z,61 - (o,y0)(boovt, fo.8 (t50v.)(`fe)c o -Iz te--Mn- (0.7 (6o01-70)(e• (0(2•9)I- 011{z/1)x — 3'100lb —Ft-7 ) 6$t it,--.f- 0k_ L I,r� r , Qonn (t1 wall -- 3/t( " poce,60I-fr 1. & o e oc- v6 .# (iys)(-7..$)/-z - 3 cog Ib K eIr. = Min (6.-7s) Tie., m= (0.1 s'(ct�t 2)2.tit 1571) =J (�W� L ) '368 ib (0,11) toSaY �r'MAa -. fo,ls�(losOrsollK033,4 = tt3"726 Lk, 0i (pis)BApe A-. (0as)(a�(1<32) = (4 51a lb (0.--i5) 04 k i &ut. _ (0,1 s)(0.6)(o.3w6(3006) = S 7(I I lb ikre-a- Z : 0 r+3 n - I$0 5/2 ,5- = 7.q .+ ,.. v,se, 91 ` r (1� = 6.7 (8.'6) 4- 13(to = 710 2) v M (o. 0-(_-(z o) (16 .s/2) (5 i 758 oc< 1.86p 04- E-sX nv, rs. , bloc,,c. - \ sVi� -;- (d.1 t- 7zo)(is:s2/e] /g = 350Y (,G � A. � Ocf\r r `l a CM' c"o c f 4�Z - 21 9 0-0 1b 35 6 ; Ii o r� L, AZ- 5 ti, 32 Project TVF&R Station 51 By LD Sheet No. Location Tigard, OR Dote 1/24/2014 IIMIConsulting Engineers Client HEA Revised LD Job No. Poeo d.o,ego 213186.00 Dote 4/1/2014 ., \- -< ✓ , c, ri- /gt'TTY. +op atoct . (z-sc $Iiv.) ,i)(1s) (2-)(la.5)Z/g 12'Z4Ib -F�. 4- M/s = 35o �r,5)(3.$) 4- IVIL012Ag.g 9(7 P5; t3 5 D r ; C'Jps r kcJi_ -°.. (0,-75)(1-350)(z,16/0,q6)( 0)(0.$5) 2..0607 pi 9I-7 r5J 014- c : �n�v cdn'Ss ' @� � -� Po," rtA,u,f c.._ en kev -_ d•c 5'1/3 ; Sgt (Avvi-A i M,s zz/ ' 58589/5,1 4- /o..b (8)-----11 7D OP \i (0.60c) C Ili o ( 18 /)3 /8 = 802 1c 6l f7I4 d - 2X b-4-: T (0. X09)C13 3°l (18)2fi3� � `//2g I c .1�1e C M kA GGGQ rd. ( l-w.s OA) -79Oo r5 ) 4128 L o it MooNAC, Wac G 15j .5othim C e-<-c1. (2x6) (G.vineX35TS row a4., 40 O ' �1A ( ° 11(27 Ib (`-(/2 g — 1161)/r;1.5)(s,S) - 35/ fp∎ < ZOC rS: o. c��► Cibs5 4-r t.5 , 5 r \ c-M S-1- 12 -= (0.G01)( 1)70)(18) =-- l2 82( (12 - \ts,1 = 97,1S !b (N1(yAvti , da.L,.,; ;n cd a 5 C-6 .-;- Dd ,\U.; 1 Fad o e& { rt_ o) (o,ie' )( 9Z15/i1 )(2.1G/0,1;5) l 1. 0)(0,8s) = 13363: > re.e? v) 33 Project TVF&R Station 51 By LD Sheet No. MaLocation Tigard, OR Date 1/24/2014 Consulting Engineers Client HEA Revised Job No. rornond.Oregon 213186 Date kaLTAA Arte.o czn 4, — ---- _ --e_x _ .o u5 (6,-) 6,((_, 10.41,N5 Gr o 5 S wtQ.x = 26 Wrniy� 2(oJ2,.5 10•41 ur-e- Fa We-,)14 - (i .11-7,1 z.7,1) ( l0°V/feIg +(3)(1Z) 892._ p1- \/=(0.609 9n)(zah)1 = 3s6 CIF < 900 pIF tt,z.r,,n,ylcs T-^ (0.609)C(e4z)(v.Ws] /ii- 3 825 i� �,� to ti, env■ �•1 c = 2:7/o7) kb `! 3£'2s lb s le- 114 r, 1-1.I-- }-p D Ctilacra. (2..x (4) ( cowl rlca = (%. )(N )(7-) (71..)713 = 2cf1i VIA xm/s 3Szs (1,3)(3.5) A I2 /59.6. I zZ Z (35 t, = 10(.1. pS > i Zzz, P5) C511— ) G1 1°w\ (0.607)03,71) (qR/z) '— 13 307 lb SV x r ('Aokx Seas", cl = C 1 ,i)(a3-)(44/Z)(13.$)Zf8 77g/ �� M /5 = 7?8.1 xr7---/,23 = 779 -et = f330945,i7.5)((z) = 2,16 T5 lboo P51 ogb,s tabu. s c) 675 ps`, (NDs Tabtc. 5 ) (0.15) ( 16C-6) (2- 16/0,85)(1,0(085) = 2 5912 Qs ; 14-C-6c. _ (0,is (cis) (?.14 /) ,'8c. (I(J)(A.as) = 1162 c5 -7 77` alb /� < l,a al` Kc )(C- _ 2sq7, 5 /0 M' Scan -. 2s -6 j` {0'1) (I 3) (q �/z,�(25�25161 X17' ("1320q = 190 195' 21,6 p 5 ' Project TVF&R Station 51 By LD Sheet No. En la Location Tigard, OR I Dote 1/24/2014 Consulting Engineers Client HEA Revised Job No. ) Portland.Oregon 213186 Dote bit c.la CA"o 5 'rte.. 5$1rC.,e•5 NQ 1--k C,3-1R. 2. 1411. ( 2. 1 L./0,4,5)(hoyo,g5), VC,S t ) i3 30? ak- SkMp Son PLT 27 .._- -rQ(( c w = 2,3 4/000 1-12 an.., 4 'D •.i2t. - f,6) (I.6") ( Zey fl.6)(2' ►b (1.A)(01g = 50137 ) ,3364 Lb 6if-- Surf-4A, beAw- 5k11ecc iz``.- cl Cu i lacrr\ V 1 bc\ /12' — 11o9 V W" PesnP � tvr� y (Et" O lS °/re _ 3.73" a� {� a 1 (0 w .: t( D 0 1 b (‘A a ntAfc , b a1re.t Co.= t.0) 1(1l. - L It a)(LiCrO h °� (2_ 1 (e g25) (t,a)([:.8 5 d 1130 lb M o ( S pu.c-tL5 x t2- 12" o, 35 Project TVF&R Station 51 By LD sheet N°' nffia Location Tigard, OR pate 1/24/2014 Consulting Engineers Client HEA Revised LD Job No. Portland.«egon 213186.00 Date 4/1/2014 Check 1—&84g5. - er e0H3 E-W i.po.11s : SO 3 4-0 (nv rt" loaa") Gs�.�-natkd. SE- i condVaI, V% O,boq (,v D,q( t,() t� e E0(5 f c `Fx 8 Q r Le A.5.(.4- c >/ 3 L1"O 14'-o'' c L L-c.c•n = 1720 'b (Nips Table fig) ��F = 2.1,c/o.65 = 3,3 2 1.v - Ec 11.1/1ii = l��,,L�F T ((. )_ (phis)(1-11:0)(3,-32)( 1,0) (0. s) conic Ni`= 1050 v_ tk`n,P:t, = IO O tsoa}( o.?34 = q 96 f; 16 cm n{-ro is C 14 1SvnS = 0. No- =(o•6)(o.33t)(360-0b)_ -f 21c I.b 6vh = 10%7 :37-ZG krT-0. vg = (O,. O/( (LNG() (. ') = ' 11*'? ila e., 3(910 lb o1_ VS = (✓0.6.01)(18G4.}(-1') _ t-15� 6 ) 300)19 hic \C O\ C+° V = (OIbOQ 1(64,(5)(Y If coos U I < 361P0 I 0 1C D. v = (0.60 ?) (162-6(49 =139 (a3 ► ! ) 34,y0 ►� G 9 C. \,"C"�l 0�(f� b d..vcvt 0� � t ok.;n 'a-i-S - e-P-v CSC_ C.Gt�t�`�('tom 1r�C ✓�f1� 6 o... %L.)t 3)• trc-t .. -30 w0,1t c),,e_a a. m_ 5 vJu.\t 3x3}(3/$ `'''' 3/e 9 1 AAC.hv-r- bol-4- c + - QA - �� tt 2e 32" Oc Pc-me. P -- oar,d- 5 v 3o" oc_ krt--ck_ C _" , 3$ c P (c ke.0 I�rc.o. q : 2( 0 OC,., - 36 atojt TVF&R Station 51 By LD Sheet No. napLocation Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised LD Job No. Portland,Oregon 213186.00 J — — -- ------- Date 4/1/2014 _ _ — ` EAWs 0-1 w6OS go\k n (PxLs 3-be.) (0,1S") (1.7)(t,S){o,375)(S8oz.7e. G (a (2+4)(m-is)(63-15)(Sao ) Z9 3 2.q 363 !b 150/4" She-k,r- k\ ry (©,1\s) nob (c4 f� ,t() 1P�, (N5c s3-1 -rat S�,z� (0►�5)(0.C) ( .q)(5860tWr/`t(o,712) /611- t� GMv� ice$vv. 37Z (Sce coyvl-n3 c, -0-- A: Vca(.0 = !•( (13 Q5V)(7.5 /-Z S3pk (0.-q c)(13-s1 Vb0I-1-% '�53Z�Z\Z x 32"oL/L2 r553 Ib1 3726 1 aiL - L ( (\ 1(/1$,5/2)s \32 p1C. \k (-4)' (oS 1 )(act ' 35-7 0,-P (e-.c 1't�) X`I$`Oc_/1 < 37z4 149 ,e. D : VG (0= ,,, (tZ)(2“z,) - !g6 Qs- Vb _ `u 1662 +-Y522 X f bn oc.A 2, = 19 5S I h < 3 724, f b M0. [ G in‹C.c,lA._ iro Ob S,t ?D PA C Q " oc. V0.10w = 395 (Mr.evK(, DPI �V1� = (0>7s)(2631Dw)j (0,7s)(z)(361 5)(12/S) Lis._ plc- (vkcx 3 I (c1 11751b (iVDs r - _ 119, ' c-pDk i-r-4) - .t,0 Fu r e- 2.. Y��L= ( o.? (\35)(3.32)t1,0)(0.Bs)(\-1(6) = Ll29 < vemax `l52 p1� 37 Project TVF&R Station 51 By LD Sheet No. • Location Tigard, OR Dote 1/24/2014 • Consulting Engineers Client HEA Revised Job No. Portland,Oregon - 213186 Dare CisVWA_ Co!+3 W4k-, C — 3S c- i p (•516.0-w n, O✓\ S ►w\ CkA�w iv�o S 101.4+ _ be_ ✓hi sSV\ k �te-,( J v� = 0%4-0 0.c).(.2 r) -lye 1b v ■tlov3 (FZ) BqS lb (M c & .. dad,►., C� — 1, to KAY= K(valt (2,03/0 (0,75)(8'40)(2.16/o.65)( 1 (0.eS) — �790 i'b >758 1h i n n ∎1 As S /■ 5 i 38 Project TVF&R Station 51 By LD Sheet No. • Mr El Consulting Engineers Location Tigard, OR Date 1/24/2014 Client F) Revised Job No. Po"'°^d.or�^ — 213186 Date J 0. (-7 A. WI. Sb-t.41G1�'(L — — iirkt-M-t–e-c 4-o cA or c o vu' Luc !! krc.11e1 ku t-)cd Pam, P� : 1 24,3 1b (,fig ii) V, 2o38-r.s/Z'= 70 e' 1 Vf (h1'S e�t fg a$� s i'4 p1 tan t-rats (d. reck sl�.cac terns m t1 9 J -e.B'. -r = 112-3 !b (e� zz) v = 1 l Zs/(18s/z) = 12 o - Ve {}J-set) Pg "= 233 plf Es v. T-1 475 Lb (pg 2z� v =8775/(sy/z,) : 319 46, (N-s e71 P v = (0,bog)(b22) 3-79 f cor*r?). 1 U. 1 5531 ih ({) z-- ,) v = 5s31 /N9/z) = 27.(a pl (N-s et, 13 -- - p\C E-Gan+�J 1S v � I C+�r✓, �1 o T= 12 8) Lb ( -e\ F & J, f 2-7-) � = 12,181 RS8.61/2) PC'( P1� t1E (&-w e, Z7� = (o,�a1 (l8 G( ) 1136 p1 coed Ls G; 815D V _ 81;00 1z0 vG (E-W , ?Y-b (b.bOq}(46o) % `lc° Q'C �' c.>1`t 5 Pctz.„ T - i9av2_ tj V ?Rotz./(-17/z) p!r v6 (6-w `j lev--7)= (0, -9)(162-i--.) - 970 ?If- .9 i-rZ+Rs-cc.r. D 31-1cmc 39 Project TVF&R Station 51 By LD Sheet NO. [Ma Consulting Engineers Location Tigard, OR Dote 1/24/2014 client HEA Revised Job No. oo n Oregon - 213186 Dote GHec-tom G,..,00€(..10,-.1 TO Top of 101z--(2,113(2 A ( 1 Q, (S 3.) — i 0.11s �Ir�c rtzit ■i l loti Marc'vn"lr'1'- v d)o.P lh rr'� slnc.e`� �F+-o bo f S ir'.c5) c& Wail o�.�l o F P�0L — o•ncMorz.cL .�s4-c.e Fcaw` ui aII e '&k , .ar-D..6 , c W�k-. 55E Z c.0,n1YO Co" LMU, =- X5x5(, 3 (1.C) ( 1,6_63) (6?0(r5-°/Z)= 523p)f D\o,p oY CPu` k - ha H- aloec1C, Bse-I 3-aIs) woil L = V= D•(oo9 (ydo + &?c S 2J PIc- w601 - v — o6oq ( g90 4- q r )_ it, plc- 60..1\ F ; V = 0i 609 (y,3 f-2o99) = I53o :pW 3Z Lb C5'.,, ` t . bp If cAr-e-ck) C"4- = 3792- lb I'-1 = cos plc- < 153-0 fic NG, bol4-5 e I F (o _ wAtl G t.")) CJ�`uik K S n W c III ©\1-I` Of- P I0.he_ o•vt\rh.ray ce— a.•(� kgJr.b ="(075,'1 �bJ Ir nn = (0,-/s (ti)(f(s, _sh)1' 117;0 = Ny4/ it; gee- = yyg/y ' 361 ?\F < 523 plc ►J_! A 6._ boIf5 ej_.(wait artcAo ave) = 8o6 lb 0-)ophr.� 5kc — is Rt tb Ca-c f c� (wa11 anc�+,ara,-y- " ( .'71( �1t3.32>(11°�L0,8 fb = I6g3/t 4423 P\FI S23 pIF N61 C ) - .. '‘'4-,.;)= (o r7s)( s 4t 3)(�,-1z-C 1 o) (0�) s-2.5-1 L ?(C 3 2-S q /y = 815 >1 `> is 36 ?lc-@ t,.)a A1 r 40 Tualatin Valley Fire & Rescue Station 51 Wall In Plane 41 Project TVF&R Station 51 By LD Sheet No. Locoton Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised Job No. Portland.Orrin -- 213186 Dote G�ne.c iL (,J63.1 n- Pta11-e— 5/Vrev1101. Note: An identical spreadsheet was developed for TVF&R Station 52 in Wilsonville, OR, which has a similar layout to station 51 Station 52 verification analysis is provided to show how the spreadsheet was developed. 42 Prot TVF&R Station 52 By LD Sheet No. fili Za uocati«, Wilsonville, OR Date 1/24/2014 Consulting Engineers - c6ent HEA Revised Job No. 213186.10 Dote C) - - - \P \\ ti A —9\00/-e---- s4\ - �,e �+ bv4A - � \�.xlble_ � o,0h`(,,rs Is basca O n - - � Ry o . , - 11,o uJ, .S O,r\ exo,r►n pl e._ Occ � Pc Co.- 2 0.� 0-c a S 0 ?ti ms- A-0 \te, Sere. .5ke 4# 4 Sho ett.c-10,-,:s-s i.s-e . moo` 2p W= 1(03K -- 30X fo e.x-c., - 4,-ia0 8 = t e3�m= I q So- QS, © U To_ p` ►,Zs = ‘7570a0(.>s",' _ .i F.rKe S5O4 tae = 107 2500 J ��' i. f �r 1 0 G� = OayC.rv��% 42960 esj �� w IV ye 1Z 53 v, `a T 5\'�5 exarvn?le. P°ex 'de_ = I2 p ''T,,3.Li. f ,�.ti..t )ct S .Ss �s flex o o eA- _ OY CA--ztic-EC.e - iv1,0,r+A.P.V1r O` is'ld—r Ai O . -elu.c F O -}°!• . i. . .-, = 12 �(b•50-)li: t✓Jj 3 - CO .So.)( t—Z) (7.62 ) (ci x17)3 - 35136, ;ny --S"--- (O. i(7,6 Z5) (5.3x12� = 8113'4 ink c.Fle-c.i-rovs tiA V i K Tc -C-;Xed. — c..M.A. o O' �lti 4.- I lZ Enac-T AG Sc x - i ■r►e_d : Lj vh-5 I.Zv I- 3Erne Pc 6k 9\ - S ho. — 8' ■ eArv‘ 0000(- a% CA)r-e..d. — -x 43 Project TVF&R Station 52 By LD j Sheet No. EmilLocation Wilsonville, OR Dote 1/24/2014 • Consulting Engineers -- -- - t Client H EA Revised tab No' Po.lond.Dragon 213186.10 Date ()1:16) 113 + (1• - O.0-0 770 Y^ 12 00125cs11)(35\36) (1,62-5)(q)(42,9 o i !�3 t7ao _ 0. o0347 ►n 12 (1a125017)(8I73k) (-WO (5 9vsra") Rt Rz = I& — l7d,00-77O = 12°(,°( 3\V-0-c- �,s'rc bu 41�� b�s c on re_(cdivc_ 20271)4-272z v3 5a'/ 2(1L9.9-)+Z72.S \` + Vt. = 2(Z-() }- S 2. = f 01)/, ('1 2i)(s ) + (17-)(21- 17)(s6) P� �►'+'� i� _ otg 0.9 04r9) 2 I INkSK 1Vu,\max = l,1 DL= 1.10c.•9) = SSE—1 : 0 a ,1.1 Vj= (O.2y)(0 ,61-6( 186hZ) 13•�4Skc" M,= V 1ftcsc- f z --(13.4a)(! )/2_ 62,8 t1 1$ - -2- V - (0.-z-`60.29,8) (1560 q�4 k-Fr 1 - \) (t0(12.- (29.. 4(Iz) /Jok-: - e V.kes-Pc) 44 Project TVF&R Station 52 By LD Sheet No. Eliffli Location Wilsonville, OR Date 1/24/2014 Consulting Engineers Client H EA Revised Job No - Portland.Oregon 213186.10 Date e. k.c(V\P•.e._. P 7-r- ci p w6 ktcs d- �I .'1 01 in p,3 = 3-X#5 @ P`eC$ der A IS/ 7 = 3 (O ) 0X93 c^rz- v. f\ pe- /9,8 . (O. 3)(1 5°-0t)/(0.%)(1‘S4)(1.6 ) = 5.b(9,v1 N`/Vd C xzd-�,ud� z �Vht.“ itl h e54 _ /2 X.1.2- — 1,4# 1,0 U3-c 1.v VV d - Zd 2 ('i ) CN0+,,i M/ia heck /a) 51 `-r (no ,ha,` f rb Q e-c zs) \fml CL{— 1'75(rA/46)3 Pv,,Me, 04- its (I. oj(4/X17) (7' '2-i) I/Jpv-o -1--0,zs (,yrs) = 35.5`` \s` " 0.5 \ �51 6 ' Oo5 ( 0.62.- (60)(144) 1-7,1 D Vry Vii US1 ` Lfptn r, c y (14 X II)(7,625) lsTO/trat 2 , t c 56.1 " E ce 4 - S1tie-e, (r-x pP.c �( s) \/0\4„--= ft/-1X75 (M Aid)-1 1{fin ;+ + 0.25 P, ran cg -I1S (/,01 S x 1 Z b r F /,orro -r- 0,25 (lg.$) = 4/0.0k O,5( f ►)� = b.5( o ) (7,5)04) 21 ,3'- V V rat- -r V v- <9 0 s 0 i-z.►,3 H (441,-47,„z5-) lq sv/ioo� �1e3K < G`f•6 � ExP hko- d\A-- QaU (oc_e PrbPt-r S) Pc (& —a42) = (0.43 (7s)(`114` v6/7.)>/� z58 `L0 k4- c3c�nd- A ( (nog^ n0.I proPct}toms> 2.0)0z72.7,0 - 101 > 9'7 45 Project TVF&R Station 52 By LD Sheet No. frigLocation Wilsonville, OR Dote 1/24/2014 • Consulting Engineers client H EA Revised Job No. Portland.aegon 213186.10 Dote t- \f ' 1 12 k7nl = d.WO1(O.BOZ�r+'1AY1� (lam (o.Qo��(0.460)(r ok4X�2�(�b�s1�2'o1z� = ,I fr L991 Pnt = 0.801(0. c v' \P"n\ (t_ (IHOr).1) r r,. - rn-Nalvt,Ls i''\ ko.bte, 1- (Pv.a. rAo( /An) : 164'ir(012)(7.czs)3 o, a0o2(v 1`t50 Lit,‘ e,cc. - `( 0.33 c)c) Vv3C- (Frn.c.- = (1v t �h e. r^c— Ot(0rzi -�� + o.t6 750-00 6.3I k7, ( I2) (7,6z q ) 19 so \I n\ tet C-te-Icu.t-c czAkvi,t = Moe- x (c - _ !69 = 27.2k < 52.6 ,° l�xu�- - 12 wif\t-w is . oc -1) nnt-d. \J = M Iv-/11 z L c LAP w1 . ob Le_ `7-6 et ;n- lip 0 I0.k-- i L►r":�- vi\ GSSur +ID c- QSpudo 10,4,4-0 c� v __ Is (LSE - I) Da,, in.-x =. 2. S (636. -Z 1 , s- Cb sc- - = 2 0 (a5E ) 46 Project TVF&R Station 52 By LD Sheet No. — EffigLocation Wilsonville, OR Date 1/24/2014 Consulting Engineers Ctient H EA Revised Job No. Porthnd.Oregon 213186.10 Date -k—M 4\-e--- ACC hLe-. g5, "‘ c, f.voo c2 - r.out) S - o C crr- �{ Vv■a/1A-tO>101f,f. ". '13.8/(1.5)(o,1s) (52. < o Ote._ ►tiu &Arh,TO-) Mn-c- = s2.e/{1.$)(0I%)(z-3S.-7 d,3 < I .o ,,a-r►�x /?p) ( qq,7 < I �� FSE - 2 : C, ), 27g CZ 1, UIb ._1 Z .v Vua,/(y\ Ls) . 0 42,09)0;is) (S2. �a3� < ).v (L MAb (re\_,-s) 11'4.07-0)C si (23t-7) 1 10. 947 < Pv,6, mckx /PA 1$..G/l 0.1 < (.0 a� Ni ok_ ne_ was no-1 :nc - s e-c ba, Pk .a.., ua4ue.-S oQ ()v.& rAax/Pn1 �e�c a1t c-AA-vos arc, S 0 Pirr �S A --(OP__ -tea ccre_.5 47 • Project 'NF&R Station 52 By LD Sheet No. Consulting Engineers Location Wilsonville, OR Dote 1/24/2014 Client HEA Revised Job No. PO11°'d°r�0f 213186.10 Dote ?et tom,� • — Lj I r a,/e4' r nl'� 1 0-c- = �`^.._=�--- - LA c.- (2-01- = (10) 4 3('t/) LI ' tY..A- - M„ s -l) = X3`1,16 l<- Fr " 0A. 5e 3 eyed- fko-c- (gsC-1� N. I b 21..0 `-�r &-- con4Is 0)0(4-6 pko.r (65C-2) 1'17, 11 Kw% k---F" 7 21.0 4--Pr dl'- ge su 4-0v„ 50;1 ?rc-Sew-cam - {Z`-6'' X 4,‘- Mtn, — 16.5 10-aX 2D.1 21.0/1 ,5 — 1.Z.1 off- 7,1,0/2.0.2.. _ ( d Old c - (c)„6 `"'A) (4.14)4)/c3.(L. —'Z�-1 Nis)(14.3)70,514, -2(k.215 '2. (1 psc (%)(2.0- (G- Z (0.o q) = 6 \41-o Is prc rt__„ (krIA Geoffcc 0.e.eor-1) 25 OD K (.33 In loa•cL- 10sF- 2 E 48 ASCE 41-06 Lateral Distribution TVF&R 51 Project# 213186 Seismic Weight,W Area A(kips) 25 Area B(kips) 166 Area C(kips) 190 Area D(kips) 222 Area E(kips) 26 SHEAR DISTRIBUTION PERCENTAGES E-W Walls AREA B(Including Wt.of Area A) AREA C AREA D Wall B(2-3) C(2-3) D(2-3) F(2-3) I(2-3) B(3-4) J (3-4) B(4-7) I(4-7) K(5-6) %VA 0% 0% 24% 54% 22% 0% 0% 0% 0% 0% %VB 7% 20% 18% 30% 25% 0% 0% 0% 0% 0% %VC 0% 0% 0% 0% 0% 50% 50% 0% 0% 0% %VD 0% 0% 0% 0% 0% 0% 0% 48% 52% 2% %VE 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% N-S Walls AREA A AREA A&B AREA B&C AREA C&D AREA D&E Wall 1(E-G) 2(B-I) 3(B-J) 4(B-1) 5(B-I) %VA 50% 50% 0% 0% 0% %VB 0% 50% 50% 0% 0% %VC 0% 0% 50% 50% 0% %VD 0% 0% 0% 50% 50% %VE 0% 0% 0% 0% 50% SHEAR DISTRIBUTION(V=1.000W) E-W Walls AREA B AREA C AREA D - Wall B(2-3) C(2-3) D(2-3) F(2-3) I(2-3) B(3-4) 1 (3-4) B(4-7) I(4-7) K(5-6) %VA 0.00 0.00 6.00 13.50 5.50 0.00 0.00 0.00 0.00 0.00 %V B 11.62 33.20 29.88 49.80 41.50 0.00 0.00 0.00 0.00 0.00 %VC 0.00 0.00 0.00 0.00 0.00 95.00 95.00 0.00 0.00 0.00 %VD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106.56 115.44 4,44 %V E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTALSHEAR(kips) 11.62 33.20 35.88 63.30 47.00 95.00 95.00 106.56 115.44 4.44 N-S Walls AREA A AREA A&B AREA B&C AREA C&D AREA D&E Wall 1(E-G) 2(B-I) 3(B-1) 4(B-1) 5(B-I) %VA 12.50 12.50 0.00 0.00 0.00 %VB 0.00 83.00 83.00 0.00 0.00 %VC 0.00 0.00 95.00 95.00 0.00 %VD 0.00 0.00 0.00 111.00 111.00 %VE 0.00 0.00 0.00 0.00 13.00 TOTAL SHEAR(kips) 12.50 95.50 178.00 206.00 124.00 49 ASCE 41-06 Wall In Plane Analysis T`;FIP II PrDlect# 213186 Expected Masonry Properties 68E-1 Properties EIS E-2 Properties PMOnnance_eve; 10 (SecIon I5 71 P&bmance level:10 Perfomance Level.LS Knowledge Factor,Is 0.75 (Section 2.2.6.4) V 0008 W V 1.186 W Condition Good (Senlon 72.31 X(wall) 0.6 X(wall) 0.4 I'm(psi) 1500 (Specified) C, 1.000 C, 1.278 fine(psi) 19W (Ta[le 7-2) C2 1000 Ca 1.018 111(Psi) 60000 (SpecrSied) J 1.0 J 2.0 lye(psi) 75000 (Tatty 6-2) E-W Walk AREA B(Including Wt.of Area A AREAL AREA D Wall Location B(2-3) C(2-3) D(2-3) F 12-3) I(2-3) 8(3-4) 1(3-4) B(4-7) I(4-7) K(5-6) Wall Width(in) 6 6 6 6 6 8 8 6 6 6 Grout(Full,Partial,None) Full Full full Full Full Full Full Full Full Full Equivalent Area(in2/10 67.44 67.44 57.44 67.44 67.44 91.44 9344 67.44 67.44 67.44 Wall Height(ft) 14.67 :4.67 14.67 1467 14.67 VARIES VARIES 14.67 14.67 14.67 Roof Height(It) 13.67 13.67 13.67 13.67 13.67 16.64 16,64 13.67 13.67 13.67 Wall Length 18.5 18.5 14 14 18.5 53.97 53.97 49 49 15.98 Wall Shear,V•1.00W(kips) 11.62 33.20 35.88 63.30 47.00 95.00 95.00 106.56 115.44 4.44 Segment Length,L(ft) 6.46 4.67 18.5 14 14 7.17 7.29 3.97 3.97 4.97 4.97 3.97 3.97 4.97 5.94 12.97 6.03 3.97 8.93 8.93 3.97 5 1.97 1.97 heft(ft) 8.04 &04 13.67 13.67 13.33 4.04 4.04 12.03 12.03 12.03 12.03 12.03 12.03 12.03 4.04 4.04 4.04 4.03 8.04 8.04 4.03 4.03 10 10 Pier Top Fixity fixed fixed pinned pinned pinned fixed fixed fixed fixed fixed fixed fixed fixed fixed axed fixed fixed fixed fixed fixed fixed fixed fixed fixed Stiffness 11/i0 794.9 392.5 1108.1 581.4 618.0 2945.5 3012.0 126.3 126.3 229.6 229.6 126.3 126.3 229.6 2259.8 6063.7 2310.2 1174.3 1450.0 1450.0 1174.3 1741.0 21.8 21.8 Relative Stiffness 66.945 33.115 100.00% 100.0055 100.00% 494% 50,6% 26.2% 26.2% 47.6% 32.3% 17.7% 17.7% 32.3% 21.3% 57.0% 21.7% 16.8% 20.715 20.7% 16.6% 24.915 50.0% 50.051 Segment DL(service) 7.87 6.14 15.87 1200 12.00 7.83 7.94 24.10 2410 11.30 11.26 24.10 2410 11.26 12.40 14.30 6.50 4.79 1055 10.55 5.68 5.80 7.83 7.94 Sement Axial,Pud_min(5) 7.08 5.53 14.28 10.80 10.80 7.05 7.15 21.69 21.69 10.17 10.13 21.69 21.69 10.13 11.16 12.87 5.85 4.31 9.50 9.50 5.11 5.22 7,05 7.15 Sement Axial,Purl max(0 8.66 6.75 17.46 13.20 13.20 8.61 8.73 26.51 2651 12.43 12.39 26.51 26.51 12.39 13.64 15.73 7.15 5.27 11.61 11.61 6.25 6.38 8.61 8.73 d;in) 73.5 52.0 218.0 164.0 164,0 82.0 83.5 39.6 39.6 51.6 51.6 39.6 39.6 51,6 67.3 151.6 68.4 43.6 103.2 103.2 43.6 56.0 19.6 19.6 NOM 0.66 0.93 2.38 0.50 0.49 0.30 0.29 1.82 1.82 1.40 1.40 1.82 1.82 1.40 0.36 0.16 0.35 0.55 0.47 0.47 0.55 0.43 3.05 3.05 Vml 49.89 30.39 155.04 1:6.96 117.76 66.99 6828 37.06 37.06 42.14 42.14 37.06 37.06 42.14 55.07 129.25 54.69 32.50 76.58 76.58 32.70 43.66 13.34 13.36 Vsl 28.49 20.17 84.48 63.55 63.55 31.79 3235 15.36 15.36 20.01 20.01 15.36 15.36 20.01 26.07 58.76 26.49 16.91 3997 3997 16.91 21.70 7.61 7.61 O lower Bound,Vnl(kips) 67.49 48.79 193.28 146.27 146.27 7491 76.16 52.42 52.42 62.16 62.15 52.42 52.42 62.15 62.06 135.51 63.00 41.48 93.30 93.30 41.48 52.24 2048 2058 Vme 56.63 34.45 137.67 132.99 133.89 76.13 77.60 41.49 41.49 47.70 47.69 41.49 41.49 47.69 62.40 146.91 62.15 36.91 86.99 86.99 37.11 49.61 14.96 14.99 Vse 35.61 25.21 105.59 79.44 79.44 39.74 8044 19,20 19.20 25.01 25.01 19.20 19.20 25.01 32.59 73.45 33.11 21.14 4997 49.97 21.14 27.13 9.51 9.51 Expected,Vne(kips) 7698 5553 220.38 16077 16677 2841 8884 6099 6039 72.71 72.70 80.69 60,69 72.70 7976 16420 7123 47.29 106.38 106.38 4729 09.56 23.47 23.47 As(in2)•245 at ends typ 0.62 0.62 D.62 0.62 0.62 0.62 D.62 1.24 1.24 1.24 1.24 1.24 1.24 1.28 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 a(in) 5.30 5.30 5.30 5.30 530 5.30 5.30 7.82 7.82 7.82 7.82 7.82 7.82 7.82 5.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 Expected,Mne(k-ft) 274.62 191.39 834.48 625.23 625.23 307.64 31122 27621 276.91 369.91 369.91 276,91 276.91 369.91 250.44 577.34 254.63 158.84 389.48 389.48 158.84 206.73 65.84 65.84 r(in) 162 1.62 1.62 162 162 1.62 1.62 2.20 2.20 2.20 220 2.20 1.20 2.20 1.62 162 162 1.62 1.62 1.62 1.62 1.62 1.62 1.62 .h/r 101.26 101.26 101.26 101.26 101.26 101.26 10126 90.76 90.76 90.76 90.76 90.76 166.40 90.76 101.26 101.26 101.26 101.26 101.26 101.26 101.26 101.26 101.26 101.26 Lower Bound,Pnl(kips) 199.87 144.49 572.38 433.16 433.16 221.84 22555 202.02 202.02 252.91 252.91 202.02 61.67 252.91 183.78 401.29 186.57 122.83 276.29 276.29 122.83 154.70 60.95 60.95 fae 1.66 179 1.17 1.17 1.17 1.48 148 6.09 6.09 2.23 2.27 6.09 6.09 2,27 2.84 1.50 1.47 164 1.61 1.61 1.94 1.58 5.40 5.48 fae/fore 0.00 0.00 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L/neff 0.80 0.58 1.35 1.02 1.05 1.77 1.80 0.33 0.33 0.41 0.41 0.33 0.33 0.41 1.47 3.21 1.49 0,99 1.11 1.11 0.99 1.24 0.20 0.20 pg 0.0026 0.0026 0.0026 0.1026 00026 0.0026 0.0026 0.0096 0.0096 0.0065 0.0065 0.0096 0.0096 0.0065 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 pg"fye/Ime 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.37 0.37 0.25 0.25 0.37 0.37 0.25 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 Vnl req for flexure to control 68.31 47.61 61.04 45.74 46.90 152.30 155.06 46.04 46.04 61.50 61.50 46.04 46.04 61.50 123.98 285.81 126.05 7883 9689 96.89 78.83 102.60 13.17 13.17 Flexure or Shear controls? SHEAR FLEXURE FLEXURE FLEXURE FLEXURE SHEAR SHEAR FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE SHEAR SHEAR SHEAR SHEAR SHEAR SHEAR SHEAR SHEAR FLEXURE FLEXURE m_10(Table 7-6) 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1,50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 m LS/Table 7-6) 2.00 2.50 _ 2.50 2.50 150 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 220 _ 240 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.50 2.50 6SE-1 Vud 4.73 2.33 20.18 21.80 38.47 14.12 14.44 15.12 15.12 27.48 18.62 10.25 10.25 18.62 13.76 36.93 14.07 11,79 14.55 14.55 11.79 17.47 1.35 1.35 5144 19.00 9.38 275.79 298.06 512.76 28.52 29.17 90.97 90.97 165.31 111.99 61.63 61.63 111.99 27.80 7459 28.42 23.75 58.50 58.50 23.75 35.21 6.75 6.75 Vud/(m_10 N'Vnel 0.05 0.04 0.08 C.12 0.21 0.15 0.15 0.22 0.22 0.34 0.23 0.15 0.15 0.23 0.17 0.21 0.17 0.22 0.12 0.12 0.22 0.26 0.05 0.05 Mod/Im_I0"k'WO 0.06 0.04 0.29 C.42 0.73 0.08 0.08 0.29 0.29 0.40 0.27 0.20 0.20 0.27 0.10 0.11 0.10 0.13 0.13 0.13 0.13 0.15 0.09 0.09 Pi,d max/Pd 0.04 0.05 0.03 _ 0.03 D.03 0.04 0.04 0.13 0.13 0.05 0,05 0.13 0.43 0.05 0.07 0.04 0.04 0.04 0.04 0.04 0.05 0.04 0.14 0.14 BSE-2 Vud 9.23 4.56 39.37 42.55 75.07 27,56 28,18 29,51 29.51 53.63 36.34 19.99 19.99 36.34 26.86 72.06 27.45 23.00 28.40 28.40 23.00 34.10 2.63 2.63 Mud 37,09 18.31 538.22 58166 1000.66 55.67 56.92 177.53 177.53 322.61 218.56 120.27 120.27 218.56 54.25 145.56 5546 46.35 114.17 114.17 46.35 68.71 13.16 13.16 Vu3/im_LS•k'Vne) 0.08 0.04 0.10 0.14 0.24 0.22 0.22 0.32 0.32 0.49 0.33 0.22 0.22 0.33 0.25 0.31 0.25 0.32 0.18 0.18 0.32 0.38 0.06 0.06 MudI(m_LS•1..•nlnel 0.09 0.05 0.34 C.50 0.85 0.12 0.12 0.43 0.43 0.58 0.39 0.29 0.29 0.39 0.14 0.17 0.15 0.19 0.20 0.20 0.19 0.22 0.11 0.11 Pud max/Pd 0.04 0.05 0.03 0.03 0.03 0.04 0.04 0.13 0,13 0.05 0.05 0.13 0.43 0.05 0.07 0.04 0.04 0.04 0.04 0.04 0.05 0.04 0.14 0.14 ■ Acceptable? YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES r r x 1 . I 5 ASCE 41-06 Wall In Plane Analysis TVF&P 51 Project* 213185 Evpecled Masonry ProperOr BSE.1 Pro parties BSE2 Properties Performance Level 10 (Sedan 15f} Perfomance Level 10 Perfomance Level LS Knowledge Factor,k 0.75 lSecaon22641 V 0608W V 1186W Condition Good (Sectan723) X(wall) 06 X(wall) 04 fm(psi) 1500 f Spedbd1 C, 1 000 C, 1 278 fine(psi) 1950 trade 7-2) C2 1(00 C2 1 018 fy(psi) 60000 fSpecfad1 J 10 J 2.0 lye(Psi) 75000 I Ta[Ye 521 N-S WaIb AREA A AREA A&B AREA B&C AREA C&D AREA C.6E Wall Location 1(E-G) 2(B-a) 3(8-I) 3(A-8) 4(A-B) Wall Width(in) 6 6 8 B 6 Grout(Full,Partial,None) Full Full Full Full Full Equivalent Area(in2/Rt) 67.44 67.44 91.44 9144 6744 Well Height(ft) 14.67 14.67 16.64 1664 14.67 Rod Height Ift) 12.5 13 16.64 1664 13 Wall length 29.97 76.97 82.1 82.1 7697 Well Shear,V=1.COW(kips) 12.50 95.50 178.00 206.00 124.00 Segment Length,l(R) 8.96 42.48 8.97 17.46 3.97 18.61 21.62 13.11 21.97 31.42 3.3 3,3 3.3 7.96 845 663 15.97 hell(R) 14.67 8.04 4.04 4,04 8.04 8.04 8.04 8.04 8.04 804 8.04 8.04 8,04 4.04 4.04 4.04 4,04 Pier Top Fixity pinned fixed fixed fixed fixed fixed fixed fixed fixed fixed fixed fired Fixed fixed fixed fixed fixed Stiffness(1)0) 150.7 10377.1 3933.0 8391.3 3685 5611.4 6711.4 3553.8 6838.3 10207.3 225.7 225.7 225.7 3781.4 3649.8 2645.3 76239 Relative Stiffness 100.00% 45.7% 17.3% 37.0% 2.2% 34.6% 41.3% 21.9% 38.6% 57.6% 1.3% 1.3% 1,3'., 19.5% 21.1% 15.3% 44.1% Segment DL(service) 10.71 47.33 12.62 20.11 934 44.35. 50.01 2654 44.87 65.56 10.87 10.49 10.87 11.42 13.17 11.88 21.17 Serpent Axial,Pud min(k) 9.64 42.60 11.36 18.10 8.41 39.92 45.01 23.89 40.38 59.00 9.78 9.44 9.78 10.28 11.85 10.69 19.05 Serpent Axial,Pud max 1k) 11.78 52.06 13.88 22.12 10.27 4679 55.01 29.19 49.36 72.12 11.96 11.54 11.96 12.56 14.49 13.07 23.29 d lin) 103.5 505.8 103.6 205.5 43.6 2193 2554 153.3 259.6 373.0 35.6 35.6 35.6 91.5 97.4 75.6 187.6 M/Vd 0.85 0.10 0.23 0.12 1.11 0.22 0.19 0.31 0.19 0.13 136 1.36 1.36 0.26 0.25 0.32 0.13 Vml 6120 435.95 86.97 177.53 3374 248.24 292.21 166.12 296.02 434.66 28.74 28.66 2874 76.10 2.96 2.67 4.76 Vsl 40.11 195.98 40.16 79.64 1691 84.99 98,98 59.41 100.61 144.55 13.80 13.80 1380 35.46 37.74 29.28 72.71 Lower Bound,Val ffriPs) 93.61 44302 93.72 182.42 50,65 263.63 306.27 16.71 311.22 445.09 42.59 42.45 42.54 83.16 40.71 31.96 77.07 N Vme 69.44 495.57 9876 201.78 3817 28163 33160 18857 33610 493.52 32.43 32.34 32.43 8640 92.66 70.57 184.25 Vse 50.14 244.98 50.20 99.55 2114 10623 123.73 74.26 125.76 180.69 17.24 17.24 17.24 44.33 47.18 36.60 90.89 Brpected.Vne(kips) 106.73 80603 106.85 207.99 5931 300.58 34920 211.75 354.85 507.48 49.67 49.59 49.67 94.82 100.66 78.98 19024 As(in2)-285 at ends typ 0.62 0.62 0.62 0 62 0.62 0.62 0.62 0.62 0.62 0 62 0.62 0.62 0.62 0.62 0.62 0 62 0.62 a(in) 5.30 5.30 5.30 530 3.91 3.91 3.91 3.91 3.91 391 3.91 3.91 3.91 530 5.30 5.30 5.30 Expected,Mne(k-ft) 390.87 1949.55 39134 786.12 161.53 84229 91226 586.54 998.53 143796 13038 13038 13138 34437 367.16 28233 71634 rim) 162 1.62 1.62 162 2.20 2.20 2.20 2.20 2.20 220 2.20 220 220 1.62 1.62 1.62 1.62 h/r 92.59 96.30 96 30 96 30 90.76 90.76 90.76 90.76 90.76 90.76 90.76 90.76 90.76 96.30 96.33 9630 96.30 Lower Bound,Prd(kips) 326.35 1449.08 505.99 595.60 202.02 947.00 1100.17 667.13 1117,98 1598,86 167.93 167.93 167.93 271.53 288.25 226.18 544.77 fae 162 1.51 1.91 157 2.36 2.39 2.32 2.03 2.05 2.09 3.30 3.19 3.30 1.95 2.12 2.44 180 faefime 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 If heft 0.61 5.28 2.22 4.32 0.49 2.31 2.69 1.63 2.73 3.91 0.41 0.41 0.41 1.97 209 164 195 pg 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 00026 0.0026 0.0026 0.0026 0.0026 0.0026 0.0026 pg•fye/fine 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 Vnl req for flexure to control 26.64 242.48 96.87 194.58 20.09 104.76 122.17 72.95 124.20 17 8.85 16.22 16.22 16.22 85.24 90.88 69.93 177.44 Flexure or Shear controls? FLEXURE FLEXURE SHEAR SHEAR FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE FLEXURE SHEAR SHEAR SHEAR SHEAR pt_10(Table 7-6) 130 L50 1.50 1.50 1.50 1.50 1.80 1.50 1.50 1.50 1.50 1.50 L50 0.50. 1.50 1.50 1.50 m LS(Table 74) 290 250 2.00 200 2,50 2,50 230 2.50 2.50 2.50 2.50 2,50 250 2.00 200 2.00 2.00 ass-1 Vud 7.60 2653 10.05 2145 2.40 37.38 44.71 23.67 4 8.30 71,10 1.59 1.59 159 14.73 15.90 1152 33.21 Mud 11143 10664 20.31 43.33 9.65 150.28 179.73 95.117 194.17 289.83 6.41 641 641 29.75 32.11 23.27 67.08 Vud/(m_IO•k•Vne) 0.06 0.05 0.08 0.09 0.04 0.11 0.11 0.10 0.12 0.13 0.03 0.03 003 0.14 0.14 0.13 0.16 Mud/(m_10'k•Mne) 0.25 0.05 0.05 0.05 0.05 0.16 0.16 0.14 0.17 0.18 0,04 0.04 0.04 0.08 0.08 0.07 0.08 Pud mar/Pd 0.04 0.04 0.05 0.04 005 0.05 0.05 0.04 0.04 0.05 0.07 0.07 0.07 0.05 0.05 0.06 0.04 Overturning: Mud/(Pud min•I12'CS•C2"Re,) 0.65 0.03 0.10 0.07 0.14 0.10 0.09 0.15 0.11 008 010 0.10 0.10 _ 0.18 0.16 0.16 0.11 6E-2 Vud 14.82 5177 19.62 41.86 4.69 72.95 87.25 46.20 94.26 14070 3.11 3,11 3.11 28.74 31.02 22.48 64.80 Mud 217.47 208.12 39.63 84.56 1884 29317 35075 185.73 378.93 565.62 12.51 12.51 12.51 58,06 62.67 4542 130.90 Vud/(m LS•k'Vne) 0.07 0.05 0.12 0.13 0.04 0.13 0.13 0.12 014 0.15 003 003 0.03 0.20 0.21 0.19 0.23 Mud/(m 15•k•Mne) 0.30 0.06 0.07 0.07 0.06 0.19 0.19 0.17 0.20 0.21 0.05 0.05 0.05 011 0.11 0.11 0.12 Pud ma1)Pd 0.04 0.04 0.05 004 0.05 0.05 0.05 0.04 0.04 0.05 0.07 1107 0.07 0.05 0.05 0.06 0.04 Overturrrg: Mvd/(Pudnun't72'C1'Cl'R._rl 0.48 0.02 0.07 0.05 0.11 0.08 0.07 0.11 0.08 0.06 0.07 0.08 0.07 0.14 C,U 0.12 0.08 Acceptable? YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES MN Tualatin Valley Fire & Rescue Station 51 West Addition 52 Project TVF&R Station 51 By LD Sheet No. Date 1/24/2014 Consulting Engineers Location Tigard, OR Job No. Client H Revised Portland.Oregon 213186 Dote 1+17\f"\ Gcow: De,s icy\ Q-e-r 1 2009 3" Rc. t* DeCK = 3 f3F- 9.00166,/i,J5./..pcioo e.5e N\e,e fse _ YS psc- (9" C2 3C- k,J P\--1-GS • —15 F- es - gob c- 2.0 p,,5 261 (3•5 4— 2.2. 1/14a)c 7- 10 p5F - 0 (20) r5( cyvf-rns (05_5c, As8.6.- 5 r czca, r■-svvo-u-) sur c.,14 53 Project Job Ref. Tedds TVFR 51 213186 KPFF Section Sheet no./rev. 111 SW Fifth Avenue,Suite 2500 Addition 1 Portland,OR 97204 Calc.by Date Chk'd by Date App'd by Date LD 11/8/2013 SNOW LOADING(ASCE7-05) TEDDS calculation version 1.0.02 - Building details Roof type Flat Width of roof b=140.00 ft Ground snow load Ground snow load pg=10.00 lb/ft2 Density of snow y=min(0.13 x pg/1 ft+ 141b/ft3,30Ib/ft3)= 15.30 lb/ft3 Terrain type B Exposure condition(Table 7-2) Partially exposed Exposure factor(Table 7-2) Ce=1.00 Thermal condition(Table 7-3) All Thermal factor(Table 7-3) Ct= 1.00 Importance category(Table 1-1) IV Importance factor(Table 7-4) Is=1.20 Min snow load for low slope roofs(Sect 7.3.4) Pr min=Is X pg= 12.00 lb/ft2 Flat roof snow load(Sect 7.3) pf=max(0.7 x Ce x Ct x Is x pg, pt_min)= 12.00 lb/ft2 Balanced load 1 . psf use. 2.9 ?sc. ipe2- oss - 140' ►r Roof elevation Drift calculations Balanced snow load height hb=pf/y=0.78 ft Length of upper roof = 140.00 ft Length of lower roof =15.00 ft Height diff between uppper and lower roofs hair=3.33 ft Height from balance load to top of upper roof he=hdar-hb=2.55 ft Drift height leeward drift hdl=0.43 x(max(25 ft, le)x 1 ft2)1/3 x(pg/ 1 Ib/ft2+10)1/4- 1.5ft= 3.22 ft Drift height windward drift hd_W=0.75 x(0.43 x(max(25 ft, Ii)x 1 ft2)"3 x(pg/ 1Ib/ft2+ 10)114- 1.5ft)_ 0.87 ft Maximum Iw/ww drift height ha_max=max(hd_W, hai)=3.22 ft Drift height hd=min(hd_max,hs)=2.55 ft Drift width We=min(4 x ha_max,8 x hs)= 12.89 ft Drift surcharge load pd=he x-y=38.95 lb/ft2 • 54 (4 Project Job Ref. Tedds NFR 51 213186 KPFF Section Sheet no./rev. 111 SW Fifth Avenue,Suite 2500 Addition 2 Portland,OR 97204 Calc.by Date Chk'd by Date App'd by Date LD 11/8/2013 50.9 psf ') SSE 26 Q5F 1-24)-psf- . 4.2244.4431,_- rt_ ,r Cho ?5E) Elevation on snow drift 55 Epicore® ER3.5A & ER3.5 Roof Deck Ceiling Systems Technical Information • Spans 12'-22' EPICORE ER3.5A HaZVe neatur 7 l 1 \ ' mm> Ankore ,'' ] / CORE �� ER3.5 Ankore with the I 8'(203mm) 8'(203mm) 8°(203mm) � head parallel to the (I 24-(609mm)coverage ►►►III EPICORE deck.Rotate Ankore Lock' the Ankore 90°and .mer EPICORE ER3.5 pull down to seat After Coupling Nut the Ankore is seated, 3vi install the Ankore Lock (90mm) and proper nut. •U.S.Patent Number 7,241,094 8"(203mm) 8"(203mm) 8'(203mm) 24°(609mm)coverage Ankore 3/s"Safe Load Hanging Capacities Design Thickness Allowable Static Gage (in.) luau) Loads Ilbs.) 20 0.0358 0.91 50 19 0.0418 1.06 75 18 0.0474 1.20 100 17 0.0538 1.37 100 16 0.0600 1.52 100 NOTES: 1.Ends of deck sheets must be fastened to supports at maximum of 8°on center. 2.Deck shall be designed to carry these additional hanging loads. a Do not place hangers closer together than 8'center to center along the same deck rib. 4.Do not place hangers at side laps of dock. 5.Do not over-tighten nut on hanger rod as this will spread rib and lessen capacity. (Finger tight plus Yi turn.) 6.Consult with EPIC for hanging sprinkler pipes. WARNING:FAILURE 10 ADHERE TO THE ABOVE NOTES MAY CAUSE ANKORE HANGERS TO PULL OUT OF DECK RIBS! U.L.Approved Pipe Hangers for Fire Protection Systems Use 3/e"(min.)Ankore and Ankore Lock. Install per EPIC detail sheet EH17.Connections and pails have been tested by U.L. under standard #203,and in accordance with NFPA 13. ER3.5A& ER3.5 Maximum Sprinkler Pipe Diameter Gage Diameter(in.) 20,19,18,17.16 4 • 56 EPIC METALS CORPORATION �� Epicore® ER3.5A & ER3.5 Roof Deck Ceiling Systems Technical Information Approvals Factory Mutual Research Approval: Report No.3007851 - ICC Evaluation Service,Inc.Approval: Report#ESR-2047 EPICORE ER3.5A*&ER3.5 Section Properties (per foot of width) Design Thickness Weight ip IN Sr Su Gage (in.) (mrn) (pst) (in') (in°) (WI lin3) 20 0.0358 0.91 3.3 1.75 1.32 0.66 0.61 19 0.0418 1.06 3.9 2.10 1.65 0.81 0.76 18 0.0474 1.20 4.4 2.42 1.99 0.95 0.91 17 0.0538 1.37 5.0 278 2.37 1.13 1.09 16 0.0600 1.52 5.5 3.11 2.74 1.30 1.26 .F or ER3.5A,Reduce section properties by 5% - ER3.5R 18 Ga. ROOF DECK Minimum Two Span Condition EPICOREe ER3.5A Noise Reduction Coefficients* Max Span = 10' Absorption Coefficients Applied Load = 9+29+22 = 60 PSF NRC Allowable Load = 101 PSF 125Hz 250Hz 500Hz 1000Hz 2000Hz 400011z 032 1.00 1.00 0.96 0.98 0.73 1.00 'In accordance with ASTM C423 and E795.Consult EPIC Metals Corporation for other test results and individual reports.The NRC is the average of the absorption coefficients at 250,500,1000 and 2000 Hz,rounded off to the nearest.05. EPICORE ER3.5A*& ER3.5 Roof Deck Ceiling Systems Uniform Total Load (Dead and Live) in Pounds Per Square Foot Design Thickness Span in Feet(Center to Center of Supports) Span Condition Gage (in.) (nun) 12 13 14 15 16 fl 18 19 20 21 22 Simple 20 0.0358 0.91 73 62 52 44 38 34 30 19 0.0418 1.06 90 74 61 52 45 39 35 31 18 0.0474 1.20 103 84 69 59 50 44 39 35 31 17 0.0538 1.37 118 95 79 66 51 49 35 31 16 0.0600 1.52 131 105 87 73 62 54 48 42 38 33 30 Double 20 0.0358 0.91 67 57 50 43 38 34 30 19 0.0418 1.06 84 72 62 54 47 42 37 34 30 t 18 . 0.0474 1.20 101 86 74 64 57 50 45 40 36 33 30 T 17 0.0538 1.37 121 103 89 77 68 60 54 48 43 39 36 16 0.0600 1.52 140 119 103 83 79 70 _ 62 _ 56 _ 50 46 42 3 or More 20 0.0358 0.91 84 72 62 54 47 19 0.0418 1.06 105 89 77 67 59 t 18 0.0474 1.20 126 107 92 80 71 48 Foot Maximum Sheet Length T t t t 17 0.0538 1.37 151 129 111 97 85 - 16 0.0600 1.52 175 149 128 112 98 NOTES: 1.Loads appearing in shaded areas are governed by live load deflection of L/240 or 1", whichever is less.The dead load included for spans governed by deflection is the deck weight plus 7 paf.All other loads are governed by the allowable flexural stress limit of 24 ksi for 40 ksi minimum yield steel. 2.A bearing length of 2 inches and 4 inches was used for end and interior support . reactions,respectively. For Epicore ER3.5A,reduce uniform loads by 5%. 57 EPIC METALS CORPORATION 71 Project TVF&R Station 51 By LD Sheet No. DNBLocation Tigard, OR Dote 1/24/2014 Consulting Engineers dent HEA Revised Job No. 213186 Date u...)8)( is - — - - --- T�bu'�uc P9. = pkAK SpQ� 0 r o�c-a�,�� (4o 9 �''t�ny�,._ \oc c c4i, 10,3 c oc-cA ) k-a.r - W L- �i_ = l3Psc 75 F 51-- = 2 ( P5P - D r - 1,�a(Pa- 2Z r F = 7, S3') wL. - - ��P5F , — 2,0 P5F Qa eay.(° =sr)- - o crld (.2�L -1- I,6 5L A-0t$ wl!... ..-~- viv.:.6r203) +- 1.fo(294'2Z) -r 0.80611 (w) = JO 52_ p/F lift.- _ I, (,3) I. b (2 ) r1 J, = o 0 p / T 7 v My 01.411= 5I.0k-4-r ? Mt,‘ ok- OVA k- ok_ A suv;c-e__ 0,/78 (s2/h19 d 0, 50 (L/3 to) 9j'`- A5L.rwL 0, „ cl uuu,[(e,1)(i )-1,6(20-)]{{{{0,0) 203E,1 Win= 0.i(13) - 1, x ( 1-03(10') = _11S3pJ� Vim. (,Z"� JY = 68,t4t— ) 01C-- ,c- c = 0.1f 1 ( /1,5) - 0. 10 ,l\ (L/j 8o'" 9 k- 58 u!- x -1.052k/ft V\NV\ /WV v -.7k/ft 1.2DL+1.6SL+0.8WL �►\iiiiiiiiiiiiiifiifi 155k/ft 0.9DL-1.6WL Loads. BLC 1, Results for LC 1, SK- 1 Dec 12, 2013 at 10:48 AM LOADING Typ Beam.r3d 59 Beam. 1.2DL+1.6 SL+0.8 WL� Shape: W8x15 Material: A572 Gr.50 Dy in Length: 15 ft I Joint: N4 Dz in J Joint: N5 LC 1: Code Check: 0.418 (bending) -.778 at 7.5 ft Report Based On 97 Sections 6.33 at 0 ft A k Vy k Vz k -5.46 at 15 ft Mz k-ft T k-ft My k-ft -21.296 at 7.187 ft 21.588 at 7.187 ft ft ksi fa ksi fc ksi -21.588 at 7.187 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.418 Max Shear Check 0.106(y) Location 7.188 ft Location 0 ft Equation H1-lb Max Defl Ratio L1231 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 50 ksi y-y z-z - phi*Pnc 160.482 k Lb 0 ft 15 ft phi*Pnt 199.8 k KUr 0 54.745 phi*Mny 10.013 k-ft phi*Mnz 51 k-ft L Comp Flange 0 ft phi*Vny 59.608 k Warp Length 15 ft phi*Vnz 68.38 k L-torque 15 ft Cb 1.132 Taub 1 60 - Beam: 0.9DL-1.6 WL Shape: W8x15 .171 at 7.5 ft Material. A572 Gr.50 , Length: 15 ft I Joint: N1 Dz in J Joint: N2 • LC 1: Dy in Code Check: 0.225 (bending) Report Based On 97 Sections 1.202 at 15 ft A -- k Vy k Vz k -1.363 at 0 ft 4.664 at 7.187 ft T k-ft My k-ft Mz k-ft • 4.728 at 7.187 ft AIL ft ksi fa ksi fc ksi -4.728 at 7.187 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.225 Max Shear Check 0.023(y) Location 7.188 ft Location 0 ft Equation H1-lb Max Defl Ratio L/1055 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 50 ksi y-y z-z phi*Pnc 23.777 k Lb 15 ft 15 ft phi*Pnt 199.8 k KL/r 205.394 54.745 phi*Mny 10.013 k-ft phi*Mnz 20.731 k-ft L Comp Flange 15 ft phi`Vny 59.608 k Warp Length 15 ft phi*Vnz 68.38 k L-torque 15 ft Cb 1.13 Taub 1 61 • project TVF&R Station 51 By LD Sheet No. Location Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised Job NO. Portland.Oregon - -- 213186 Dote se-(C w+- /0,c/21P x 9.833'- (03 p1F t'riA (G-1-1,5) w , L = �c7N c\, Mu,� = 7031b-Ffi- W Z. 865 � k-tsd fb c._ 2. 1112--c4- _l�?slb — 539 t77 G°2- tL(,K OT(sc)(101)_ ± 75o fb for. ll� ( (2-kale --� / 2 DL 4-/, 6 k 1L—+- 0.5 S[_ • • per : 7k. c P,- -217.1k- e„, M,� (1.2 16'rr PMn - /o.V(- ok- qa 1,114- 0.523/1,6 . 0, Y f, CL/366) ok-- 1\Ac X 0 -'-s ifJb' vu� Oc �� , r1 62 X 1.2DL+1.6SL+0.8WL 0.9DL-1.6WL 3 3 -4731 77: .491k-it 544k -.544k 1.2k -1.2k a ■; 1 /Al Loads:LC 9,IBC 16-4(b)(a) Loads:LC 14,IBC 16-6(b) SK- 1 Jan 24, 2014 at 4:33 PM LOADING HSS Posts.r3d 63 Beam: M1 - Shape: HSS4x2x5 .339 at 11.416 ft Material: A500 Gr.42 Length: 11.416 ft I Joint: N1 Dy in Dz in J Joint: N3 1.2DL+1.6SL+0.8WL LC 9: IBC 16-4(b)(a) Code Check: 0.477 (bending) _.523 at 5.47 ft Report Based On 97 Sections 4.731 at O ft .677 at 0 ft Vy k Vz k A k -1.067 at 8.919 ft Mz s k-ft T k-ft .# My k-ft -4.205 at 6.303 ft 19.674 at 6.303 ft ft ksi 1.609 at Oft fa ksi fc ksi -19.674 at 6.303 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.477 Max Shear Check 0.026 (y) Location 6.303 ft Location 8.919 ft ' Equation H1-lb Max Defl Ratio L/198 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 42 ksi y-y z-z • phi*Pnc 27.097 k Lb 9.833 ft 9.833 ft phi*Pnt 111.132 k KL/r 156.561 89.327 phi*Mny 6.552 k-ft phi*Mnz 10.805 k-ft L Comp Flange 9.833 ft phi"Vny 41.276 k Warp Length NC phi*Vnz 14.876 k L-torque 11.416 ft phi*Tn 6.793 k-ft Tau b 1 Cb 1 - 64 • Beam: M1 Shape: HSS4x2x5 .409 at 5.351 ft Material A500 Gr.42 Length: 11.416 ft I Joint: N1 Dy in in J Joint: N3 Dy in . LC 14: IBC 16-6 (b) 0.9DL-1 6WL Code Check: 0.319 (bending) -.243 at 11.416 ft Report Based On 97 Sections 1.197 at 8.919 ft A - k r Vz k Vy ( k -1.308at0ft -.547at0ft 3.384 at 6.303 ft T k-ft My k-ft Mz k-ft 15.833 at 6.303 ft ft ksi fa , - ksi -.445at0ft fc ksi -15.833 at 6.303 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.319 Max Shear Check 0.029 (y) a Location 6.303 ft Location 8.919 ft Equation H1-lb Max Defl Ratio L/260 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 42 ksi y-y z-z phi*Pnc 27.097 k Lb 9.833 ft 9.833 ft phi*Pnt 111.132 k KUr 156.561 89.327 phi*Mny 6.552 k-ft phi*Mnz 10.805 k-ft L Comp Flange 9.833 ft phi*Vny 41.276 k Warp Length NC phi*Vnz 14.876 k L-torque 11.416 ft phi*Tn 6.793 k-ft Tau b 1 Cb 1 - 65 Protect TVF&R Station 51 • By LD Sheet No. illiffl Location Tigard, OR Date 4/1/2014 Consulting Engineers Client HEA Revised Job No. Cli Portland.Oregon - - -- 213186.00 Date �-o�Ft�ut e-S1`a/1 _ — ----- -- ' Oa.l4 u,v\Le.C- e0-„F- (use 4_1' P a.u) 1 eD5" V4 IN! l' is' Ailou)ab..� .rin a Zscn P5 5 {-r2- '} = 3 30-6 1.9-..5 F us/ W L of e 5n iiiiMi Io, Do j 6 51c on crik, re-52,1113 ■f•�il 1\0 ri-z-em i-a` win ci 1.oc4 PDir D L- — I 0-7g lie) Pos i sL 2306 1b Poste" wL= 4,-7so 1+b,-N731b , . POST- WLK = LIU 1b NALL •(wLk (-7•5/Z) 07 pc,,)-- - vi P/-P WALL- d fVG bL = 3-31 pi sour DL -- So P i-F 501 L a U_ - 10-0 P-F Se v Di_ -1- LL+5L = C'078 a- 2306)/ I 331 + V03/105 i +/LTO = tri?....5etp_5-F-7 <2500p 17(-,-1-0115 (L.t,t W L 1 5 L = f/076_4- 0.750:5044-754))N ]- 33! i-803//•S'-1-0,750m) -Z 9II •5F < 3500 fsl . DL -j- co - [lfo78+.750)/y• -f 331 +803/f.5 =r-5?q./05 , < 3300 par_ pik. 0.6p - L sto-6,(1078 /4/4_331--+-8a) — 1qz5/q /.5= 35 P [~>O a 9,, = 1.1[0078/q .-33) -4-603 A.SI-.4 Ie(pg(235(o%)/t.S ivc) �- 1319 (7 c I1/4111k ; 03 IR)0)(672,)/1 Z = 19 7`1 lb 1 1-/'t- ' 10-3 - 6.5721 c,.-,s , d ? cod . •esh-ep-rg.d = O, Vt.e3" (3!9 (3) = 39 '7 Lb 1i5 4.5/2 0.25 " (#.e,r @ 2`t 9a, (,) ' .,. • 0. (0,25'(60 -00)/(0.Cs)(dia-n"c l2 = 0,,37;rl om A 01 (®.25)(60 a,0�) ((;075-- 0... 7//i.) 7- 1 _ 17385 ib-P+ 7 I9 79 1644 °k-- Project TVF&R Station 51 By LD Sheet No. Consulting Engineers Location Tigard,OR Date4/1/2014 Client HEA Revised Job No. Portland.Oregon 213186.00 Date fnR�e(� Goal l f cat . Mk = 1 (`Ll3sm -+- 6,f) (is ice) 42 3q7 /h- 6/2 a = •sxb0cstx)y(0,85)(41(*(;23 = Q1(4 /r 95/4n`(O.g0(6.5)(60 3"°'72) r2 ' S`j18 lb-c > 34°7 o — \/u 16) (4/3Sr9 278 lb pu,= (0,-75)(0,,4..)(2.) > 276 !b ac_. 67 ProJeCt TVF&R Station 51 By LD I Sheet No. EIEI Z Location Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised Job No Portland.O,eoon — 213186 Dote v 1 c\(\ OsSL 2410 ! i BC.. 2.0-00 - ∎E - - . eAq A# P1c&5 La 1 0/A 9 7\ na�Ges L7'&Pc-ct• c-o Pc 3 Woo . = '3 FsF x 83' X IS' l EX 1'Pli c o,ac J (404- inc,. C.O Wa115) = 6 PSF X 11,5/2+ 1 1=y sy p1 Ctco-,� 6,41 CMtk „di ?sF x 13,67/7 x0•75 to9cearu ) - 3y3 p/-P (9+‘ Go C. walls —C7s psF + p5F c.(c ' ) 01,s(Z+I.3 5'45 Plc 5 et3M t C,. ?ftap,M e--r- -S s o.b PC 2,a- 4) S rr-'e1facce,6 c,rc- - st r�gt15� _ 2. 5 5 1. 5 (6s5ei1 cs s9,5 z-/s) °,6°9/(5A, ) `I 0.18 rt' = (o,oz)( s) '5 ' oats Cs,^A-AK SDI kry-/1-) v'541/(0.17,WA,s� = > C.s : 0.163 3 k J = 1.3 Cvc S,DC w/ iC.5,5 tttckh 2 ha s ar wags' s; P.c5 . 1.-cE AR,- 1L,2k- (.lAW/J C — Sri (t2 + 9 4-7 3 a- 6,1 (E7 Gr.0 _ 343 (52') - 17,grc o kt,, 5 Lis ( F- co 4- 2.,5)= 2/ •Sk C 0 ( 6 „n = FT-14- c,vewr, `ingt se;sr" cork1s 1•(e wL (Mw leis 95c e Zorw A �I NSF Gd zo0 c C- �, c,0 L /R& '(16.5)(1z f z)-(lo)4(16,$)(S)(2o)+{I!)(1217,)(X31 68 Project TVF&R Station 51 By LD Sheet No. fig BLocation Tigard, OR Dote 1/24/2014 Consulting Engineers client HEA Revised Job No. Portland.Oregon 213186 Date INAAIN-Y\_ Lam\ `J1...SA r,.-,o,rt� . N-- s /Gt r CU IS Coo C. ulkt.L o � r7 , f 5 -o e.G c vo a I M ( e.,tc (A-, 13-C- LA.10..11) .1 '' 3 • E-ti l=(i'3f(o.1 833((i 6•&+ 6,3 a- (21,x' 4.0/2 -r Se.l t L/,L/K k se1c . -{- Prrr-a- (5e e i\s cE `- / cc, (mot c o. y-, � -� x ti 54 cAve-t k-1 Gkz:(1t7D)(0,1S31(16.-4. -t (otj + (21.5-- 6.$). + 1.3 (D. 193)(6, .6) Coeo'� = (q q +6.o) (I '=^- i 13 -- s")(0,6)= F.0 !c. i 69 Project TVF&R Station 51 By LD Sheet No. I Location Tigard, OR Date 1/24/2014 • Consulting Engineers Client HEA Revised Job No. Port1ontl O�°" • 213186 Date � �dCU �'1 . C.-OA-074 Der ran r % _-- )" ,r fO i' y J O .r r T T T T 1` 1` T T 'I i (Looir/cA.t a ,-)& \17-' O.i a3 (1(0.2+ 4,3)783 50?1 I2/ , �� ig t v 0,►&3(3436= (03 pl-F r 1 1 6v cohiG Gulat, 1 1 37/ 7,51 3r d- 00$3(50 = )Da OC 15 ��44 _ 1oa-512 - QYN 6 kOU"6-r8 A — (\1 [ (so')(g1./i) ((,-z- (3y)(;-7%y0 +0o0)(1.$)(q/q&) -- (6.1g (&)(5.ys5 3.14k 6 ' q . (1,73)1 (5tY,S/z . 37fz-) -f-((3)104)(xa/q(c)+(ti)(2'61 -I) --(►oa}�q. )`'2/v6)+(3.�e(3`'.5 " F -i— (0,1 3)( s)(540 (II 3")11.56(37h) + (43)(10(q/37) +(Io6-k3)(I.5/37) 4-(0013)(4)(sy5)7 ` s , 3AH-9,0 +2,1-07 it3 — II.qk 11 ,3/4' -' 70 Project TVF&R Station 51 By LD Sheet No. Location Tigard, OR Dote 1/24/2014 Consulting Engineers Client HEA Revised Job No. _ Portland.Oregon 213186 Date Co n c -c-4"c- S c. C Vim 11• L = Lima \j% Askn a.. 12°' ck. = 0,26 %'4y1(4- c)A -'J --. ,nn 1,1 et-,If ; A s• o,oaz s (tzl (C) = D.l8 /-4 L o,v) 1J2 = (0,014/€2.' = 4100 p\f �3 = 3 't/;' = 57 ?IF Vh = 9,° /€s` = o-o IF & weeds / C = `1c p) (0.60)(2 rot�o )02)(0 = 5LicaLl pl42 » €J o `),,A-'e-Gs-C- rse...s n-P J` 18 C JV Gk Cke Gtt. OX u f,'na bar o. = f D,g5QL = (o.1..)(60) / 45)(m (G)- 0,59 ' Et„ x f Mn= O. A5 (d °`/7,) 5Mri, -- (0.4)(d2o)(66)( (iz )4.12-2,g) -- 0.S�'�Z) XiZ _ (32 jc- �� /AAtA C7 &' L Mu ; X3,1 1L5 39 �- Fr pipAn3 - (0.a1)(0.26)(6c;)((` x3-Z -2•s) /z� x 2= CO-"-�r ) mu Ma D K Ii,S= (0q oMtnr4 (0g)(o,Z3)(,o)( ( ,5) — o,.s9/Z) = 159 tc ) j`^u`, °; v- 014 5 _ (oq)(O,ZO)(66)( bixt2 -7, ) - r, sn , ,` _ � Mtks o k ! j 71 ■ Project TVF&R Station 51 By LD sheet No. EMUConsulting Engineers location Tigard, OR Date 1/24/2014 Client H FA Revised Job No. Pomona.Oregon "---- 213186 Dote WA-rtITY\ --t o x --5; C \ u7"}4 erg yk o 19-0-1.4" r y e�2 -e.>�+�S a/c , rc r1,,-,t o EA- cs < 0,2 cL — o,z Nova) SOD Fs; <S-611...... ((AMA 0013)(12,s 3 hL 3 �' psi (6)(12.Sx+2) (.2tozx 100o- ( x /Z) q0 psi C, eao i2 (0 xti2) G-4 ooyx 2 (isz- - P i 600 es" ,(b)k 15)02)3 Uk 6"c.-.s = (2g x12 )(totroy4eitk) (05 fs; ( eat/ {25 __ tZ (6)(6, 302)1 Na bbuf1da- ejtitiewlfs f' ted. 72 Project TVF&R Station 51 By LD Sheet No. IMILocation Tigard, OR Date 4/1/2014 Consulting Engineers Client HEA Revised Job No. Portland.Oregon 213186.00 Date Seallher w Fwd s ------ --- Waft 2 : E wilt- t ,1 lo.v „ g 33 ,ov (wi Ea t q ue,tRt 1a� D � � u r ? - IN- --7- }&7$ tb & 4t . W? -- QL- 02, 5)(I!,$)( 7S f = 1 0781 Lb kfiq-4- 0:1 DC, = (12-s)(ISS-1- 0\) '=- 3350 lb DL U--oD7E : =1"/07 +/o7g! -1 33.56 = ll'2s7 no AA = 0:7 (6,c,*()I,S) -- 4030 12- 0- Y e = /103 //6287 3_o Pi- (' LA) � 1 li(/63 8`-l) 7 6[, -, I 3Cts)(1Z,5--2(; o ) `/°2�`74'sk 330-0 esg- ot& 0.6' DL --0r16: P= (0Q(p)(Zx)078 -t- I 67 ! 4-33/-')= 9772- !6 M = 4/83a-0 fb-cl e_ - Yg3m00%77z y-7 - (> q6) 30.S)0zo5-7(yct) No-k, ad-i„0,1 lea.,.-r. pft.. .� �tt ,v 1 �- dam_ f--0 cam-SeX V-jvq t A0,4 7 75 Project BY Sheet No. ngli Location Dote Consulting Engineers CNent Revised Job No. Podland.Oregon ---- - - -_- Date `, D C v.t {mac �^- E • 3. S lP %A t 5/8 " RAJd Le- mid)@ tAertr'fs 2y /3 P \ II hit Lon€ Arcr SC ih ,6r Ztt A+iIt, 3 a Side ley> \ aVO-� 7SLI 'I�F {rev, t C, f^ 6. • l " _, Prot/ ct � ' a vickEi tF 0.1 E (P-v) = 0.7 ( 5o1'63fi- 1 ") z H9 p) Asji V2 = (yDCti(o)fil /IS 22.8 fib <. 754 , O le- •V C(ogq)(37)/2j /? — 3o6 FT ' 75y �� a H 76 ESR-2047 I Most Widely Accepted and Trusted Page 12 of 24 TABLE 7c-ALLOWABLE DIAPHRAGM SHEAR(q))AND FLEXIBILITY FACTOR(F) PRODUCT: ER3.5''23456,rs.e SUPPORT CONNECTIONS/LAYOUT: 1/2" DIAMETER(EFFECTIVE)ARC SPOT WELDS,24/3 PATTERN SIDE LAP CONNECTIONS: 1.5"LONG ARC SEAM WELDS OR 2.0"LONG FILLET WELDS SIDE LAP LENGTH OF SPAN,CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS(ft) CONN. - - GAGE 12 13 14 15 16 17 18 20 22 SPACING _ (in) qo F go F go F CID F qo F go F go F qD F CID F 12 583 6.4+56.5R 577 6.1+52.2R 573 5.9+48.4R 569 5.7+45.2R 566 5.5+42.4R 563 5.3+39.9R 560 5.2+37.7R 556 5+33.9R 552 4.8+30.8R 20 18 410 8.1+56.5R 404 7.7+52.2R 400 7.4+48.4R 396 7.1+45.2R 393 6.9+42.4R 390 6.7+39.9R 387 6.5+37.7R 383 6.1+33.9R 379 5.9+30.8R 24 323 9.6+56.5R 318 9.2+52.2R 313 8.8+48.4R 310 8.5+45.2R 306 8.2+42.4R 303 7.9+39.9R 301 7.7+37.7R 296 73+33.9R 293 6.9+30.8R 36 237 12.3+56.5R 231 11.7+52.2R 227 11.3+48.4R 223 10.9+45.2R 220 10.5+42.4R 217 10.1+39.9R 214 9.8+37.7R 210 9.3+33.9R 206 8.8+30.8R 12 810 5.5+35.5R 801 5.3+32.8R 794 5.1+30.4R 788 4.9+28.4R 783 4.8+26.6R 778 4.6+25.1R 774 4.5+23.7R 766 4.3+21.3R 761 4.1+19.4R 19 18 574 6.9+35.5R 565 6.6+32.8R 558 6.4+30.4R 552 6.1+28.4R 547 5.9+26.6R 542 5.8+25.1R 538 5.6+23.7R 531 5.3+21.3R 525 5.1+19.4R 24 456 8.2+35.5R 448 7.8+32.8R 440 7.5+30.4R 434 7.3+28.4R 429 7+26.6R 424 6.8+25.1R 420 6.6+23.7R 413 6.3+21.3R 407 6+19.4R 36 338 10.3+35.5R 330 9.9+32.8R 322 9.6+30.4R 316 9.2+28.4R 311 8.9+26.6R 306 8.7+25.1R 302 8.4+23.7R 295 8+21.3R 289 7.6+19.4R 12 1057 4.8+24.3R 1045 4.6+22.5R 1035 4.5+20.9R 1026 4.3+19.5R 1018 4.2+18.3R 1011 4.1+17.2R 1005 4+16.2R 994 3.8+14.6R 986 3.6+13.3R 18 18 754 6+24.3R 742 5.8+22.5R 731 5.6+20.9R 722 5.4+19.5R 714 5.2+18.3R 708 5.1+17.2R 701 4.9+16.2R 691 4.7+14.6R 683 4.5+13.3R 24 602 7.1+24.3R 590 6.8+22.5R 580 6.6+20.9R 571 6.3+19.5R 563 6.1+18.3R 558 6+17.2R 550 5.8+16.2R 539 5.5+14.6R 531 5.3+13.3R 36 450 8.9+24.3R 438 8.6+22.5R 428 8.3+20.9R 419 8+19.5R 411 7.8+18.3R 404 7.5+17.2R 398 7.3+16.2R 388 7+14.6R 379 6.6+13.3R 12 1681 3.7+12R 1671 3.5+11.1R 1663 3.4+10.3R 1657 3.3+9.6R 1653 3.2+9R 1649 3.1+8.5R 1637 3.1+8R 1617 2.9+7.2R 1601 2.8+6.5R 16 18 1211 4.6+12R 1197 4.4+11.1R 1186 4.2+10.3R 1177 4.1+9.6R 1170 4+9R 1163 3.9+8.5R 1151 3.8+8R 1131 3.6+7.2R 1115 3.5+6.5R 24 976 5.3+12R 960 5.1+11.1R 948 5+10.3R 937 4.8+9.6R 928 4.7+9R 920 4.5+8.5R 908 4.4+8R 888 4.2+7.2R 872 4+6.5R 36 _ 741 6.6+12R 724 6.4+11.1R 709 6.2+10.3R 697 6+9.6R 687 5.8+9R 677 5.7+8.5R 665 5.5+8R 645 5.3+7.2R 629 5.1+6.5R ■ PRODUCT: ER3.5A1.2.3'4.5.6.7,a,s SUPPORT CONNECTIONS/LAYOUT: 1/2" DIAMETER(EFFECTIVE)ARC SPOT WELDS,24/3 PATTERN SIDE LAP CONNECTIONS: 1.5"LONG ARC SEAM WELDS OR 2.0"LONG FILLET WELDS SIDE LAP LENGTH OF SPAN,CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS(ft) CONN. - GAGE 12 13 14 15 16 17 18 20 22 SPACING (in) CID F go F go F CID F go F qo F CID F qo F qo F 12 569 5.6+56.5R 565 5.4+52.2R 562 5.2+48.4R 559 5+45.2R 556 4.9+42.4R 554 4.7+39.9R 552 4.6+37.7R 548 4.4+33.9R 545 4.3+30.8R 20 18 396 7+56.5R 392 6.7+52.2R 389 6.4+48.4R 386 6.2+45.2R 383 6+42.4R 381 5.8+39.9R 379 5.7+37.7R 375 5.4+33.9R 372 5.2+30.8R 24 310 8.3+56.5R 305 7.9+52.2R 302 7.6+48.4R 299 7.3+45.2R 296 7.1+42.4R 294 6.9+39.9R 292 6.7+37.7R 289 6.3+33.9R 286 6+30.8R 36 223 10.6+56.5R 219 10.2+52.2R 216 9.8+48.4R 212 9.4+45.2R 210 9.1+42.4R 208 8.8+39.9R 205 8.5+37.7R 202 8+33.9R 199 7.6+30.8R 12 788 4.8+35.5R 781 4.6+32.8R 776 4.5+30.4R 771 4.3+28.4R 767 4.2+26.6R 763 4.1+25.1R 760 4+23.7R 754 3.8+21.3R 749 3.7+19.4R 19 18 552 6+35.5R 546 5.8+32.8R 540 5.6+30.4R 535 5.4+28.4R 531 5.2+26.6R 527 5+25.1R 524 4.9+23.7R 518 4.7+213R 513 4.5+19.4R 24 434 7.1+35.5R 428 6.8+32.8R 422 6.6+30.4R 417 6.3+28.4R 413 6.1+26.6R 409 5.9+25.1R 406 5.8+23.7R 400 5.5+21.3R 395 5.2+19.4R 36 316 9+35.5R 310 8.6+32.8R 304 8.3+30.4R 299 8+28.4R 295 7.8+26.6R 291 7.5+25.1R 288 7.3+23.7R 282 6.9+21.3R 278 6.6+19.4R 12 1015 4.2+24.3R 1011 4.1+22.5R 1008 3.9+20.9R 1001 3.8+19.5R 995 3.7+18.3R 989 3.6+17.2R 985 3.5+16.2R 976 3.4+14.6R 970 3.3+13.3R 18 18 715 5.3+24.3R 710 5.1+22.5R 705 4.9+20.9R 698 4.7+19.5R 692 4.6+18.3R 686 4.4+17,2R 681 4.3+16.2R 673 4.1+14.6R 666 3.9+13.3R 24 565 6.2+24.3R 559 5.9+22.5R 553 5.7+20.9R 546 5.5+19.5R 540 5.4+18.3R 534 5.2+17.2R 530 5,1+16.2R 521 4.8+14.6R 515 4.6+13.3R 36 415 7.8+24.3R 408 7.5+22.5R 401 7.2+20.9R 394 7+19.5R 388 6.8+18.3R 383 6.6+17.2R 378 6.4+16.2R 370 6.1+14.6R 363 5.8+13.3R 12 1279 3.2+12R 1274 3.1+11.1R 1270 3+10.3R 1269 3+9.6R 1268 2.9+9R 1268 2.8+8.5R 1268 2.7+8R 1268 2.6+7.2R 1268 2.5+6.5R 16 18 908 4+12R 901 3.9+11.1R 895 3.7+10.3R 890 3.6+9.6R 887 3.5+9R 885 3.4+8.5R 883 3.3+8R 882 3.2+7.2R 882 3.1+6.5R 24 723 4.7+12R 714 4.5+11.1R 707 4.4+10.3R 701 4.2+9.6R 697 4.1+9R 693 4+8.5R 691 3.9+8R 687 3.7+7.2R 685 3.6+6.5R - 36 - 538 5.8+12R 528 5.6+11.1R 519_5.4+10.3R 512 5.3+9.6R 507 5.1+9R 502 5+8.5R 498 4.8+8R 492 4.6+7.2R 487 4.4+6.5R - For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 Ibf/ft=14.6 N/m 77 ESR-2047 I Most Widely Accepted and Trusted Page 15 of 24 FOOTNOTES FOR TABLES 7a through 7e—ALLOWABLE DIAPHRAGM SHEAR AND FLEXIBILITY NOTES F=Flexibility factor is the distance measured in average micro-inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. qd=Allowable diaphragm shear,in pounds per linear foot. R=Ratio of vertical load span of the deck to length of each deck sheet. 2 Arc Seam or spot(puddle)weld end-weld patterns are shown in Figures 4,5,and 6. 3 The one-third stress increase must not be permitted for resistance to horizontal forces due to earthquake or wind. 4 See Table 8 for diaphragm flexibility limitations and the footnotes to Table 8 for guidance on diaphragm deflection computations. S Arc seam or spot(puddle)welds must have an effective fusion area to supporting members at least equivalent to a 3/8"x 1"long(arc seam welds)or 112'diameter(spot-puddle weld),respectively. Spacing of marginal welds to members parallel to flutes: a.Arc seam or spot(puddle welds to members such as chords and to collector elements such as struts or ties must have a spacing in feet equal to 32,000(t)/v: where: t=Uncoated base-metal thickness of fluted deck,in inches. v=Actual diaphragm shear at marginal supports parallel to flutes or actual shear to be transferred to collector elements(at struts or ties),in pounds per foot b.The spacing of welds parallel to flutes must not exceed the deck span divided by three. Attachments at interior lines of shear transfer perpendicular to deck corrugation: The shear transfer from a diaphragm to interior tie or strut lines perpendicular to deck corrugations must not exceed the shear values indicated in the tables.Two lines of puddle welds may be used to develop the actual shear transfer of these collector elements. Where individual panels are cut,the partial panel must be fastened to ensure complete transfer of desigh shear forces at the point of the diaphragm to adjacent full panels to attain the values specified in the tables 78 Tualatin Valley Fire & Rescue Station 51 Reference Anchor Capacities 79 9111.5101011 w ww.:Aron tit ie.corn Fastener Types F astener Types and Sizes Specified for Simpson Strong-Tie-'connectors KA arr./Simpson Strong-Tie connectors hare been designed and tested for use iultn specific types and 5res of fasteners.The specified quantity,type and she of fastener must be Installed In the correct holes on the connector to achleve published loads.Other factors such as fastener material and finish are also important. incorrect fastener selection or Installation can compromise connector performance and could lead to failure. Simpson Strong-Tle does not offer all of these fasteners,see retail Information Tor Simpson Strong-Tie nails. For more Information.see Fastening Systems,or access our Fastener Find-r. Aba a! • - 1 1.- 1..1 .1 u_.1 1 - -.... . sd n.�iifonrvtixi. Fasteners are dramnto scale.Nall diameter assumes no coating.Screw diameter refers to shank diameter.See technical bull etinT-f{all rL Ilri F for more I nformatlon. sns 5{niW 1Sd Tbd SO Screw od SG ID kale ,,'I venue: Cllrnnroe ¶r oar tatatho t „r t..r , 0917' .. fr,inrnnn N7i& ► fldrttrr► WV aM.+ ... ICI+Ulfl% rf 1 I i_ r I I i m. ,,,I ..._ 1 .. ,.. ,. : t ? _ _. w „.., . . 1 i 4.._ r d r' •' ' i - r r 1- Y... C 161' l.1hr' cur f 131` E E It C° `"' ‘0.*o The Simpson Strong-Tie ri i'ri , r a s 'trop D dr AD D 4110 0 li'" � • �r ∎n1 D-,,nn t r5.rev; t. -4 -- —4 . , t.. -y L ,/+" 15 the only screw approved ! / Y WIC' $11! i.1M" D 191" 0.131" C 25" Tor use with our connectors. ZIc aYap 80 Fastener Design Infor mation: In some cases it is desirable to install Simpson Strong-Tie face mount joist hangers and straight straps with nails that are a different �1 type or size than what is called out in the load table.In these cases OiI♦these reduction factors must be applied to the allowable loads listed for the connector. k ►�af.�, ,p 11 Load Adjustment Factors for Optional Fasteners Used with Face Mount Hangers and Straight Straps Double shear nailing should useful Shorter nails maynot be used as length common nails double shear nails Allowable Load Adjustment Factor Catalog Nail Replacement Face Mount Hangers Straight Straps 16d common 0.i62'x3h) 10dx1'4(0.148'x1%a') 0.64 0.84° 16d common(0.162 x3W) 12d common 0.148'x3%') i 064 16d sinker(0 48'x3''') Ibtl common(1182"x$W) 16dx2' ±01lii 10 10 1 nn • 100 common(0.148'x31 1013x2%, i0 148'x2':5"1 0 85 1 00 • 10d common(0:148'x3') t0 "1 0 148 x 1::'l 0 77 t 00" 160 sinker(0.148"x3'4"1 10d common 10 148'x3'I 160 sinker(0.148'x3 . , 1001'.:(0.148'x 1 0.64 1.00' ;') - 100 common(0.148'x3') 163 sinker 10.148"x3Y;) 1 00 1.00 3d common(0.131'x2Yi") 661'4(0"131-x1' I 0 35 100 10d common(0.148'x3'i 83.omrnnn(0 131'x2 } 0 83 0 83 1 41111--- r 184 common '.18r x.a,J) I!; 1,00. 1 1.00 16t 4W 4t8)01.162x2%) *) i 10d common 0148'x3; 16d sinker r.14E14,4") 10d 1 h(0.14r x1%4) 9xl%(0131x1',") t r-se t no 80 common(0.131`rc2s4 8dx1`15(0.131'x154") 1. Alowable load adjustment factors shown in the table are based on calculated reduction factors and are applicable for at face mount hangers and straight straps throughout this catalog,except as noted in the footnotes below. 2. Some products have been tested specifically kWh alternate fasteners and have allowable load adjustment factors or reduced capacities published on the specific product page which may differ from the values calculated using this table. 3. This table does not apply to hangers modified per the}lanoer()Mans or steel thicker than 10 gauge. 4. Unless noted otherwise,fasteners shorter than 3"in length may rat be substituted for joist nails in double-shear hangers(i_e_ LUS,MUS,FIUS,HHt1S,HGUS)_For applications involving pneumatic nails,refer to technical buletn T-PNFIIMATI(' 5. Strong-Drivel SD screw substiutions in this table do not apply to sloped,skewed or double-shear hangers.For additional information and specific allowable bads,see SD screws, 6. Naffs and Strong-Drive SD screws may not be combined in a cannedbn. 7. Do not substitute 10del 1/2'nails for face nails on slope and skew combinations or skewed only LSU and LSSU. 8. For straps installed over sheathing use a 2 1/2"long taste ner minimum 9. Where noted,use 0.80 for 10 ga,11 ga,and 12 ga products whenusing SPF lumber_ 10. Where noted,use 0.92 for 10 ga,11 ga,and 12 ga products when using SPF lumber_ Print,dJanuary23,2014fporn littp://www.strongtie.com/products/connectOef$astener_types.asp a 2014 Simpson Strong-Te Company Inc. 81 w,vw.strongtie.com LTT/HTT Tension Ties Tension ties offer a solution for resisting tension loads that is fastened with nails_The entire line of tension ties has been tested and evaluated to the requirements of AC155. The HTT4 and HTT5 are the latest generation of tension ties.They feature an optimized nailing pattern which results in better performance with less deflection-Designed to meet new code standards,the HTT4 and HTT5 offer higher loads than their . predecessors. The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT20B is for nail-or bolt-on applications.The 3"nail spacing makes the LTT20B suitable for wood I-joists with 10dx1 112.The LTTI31 is designed for wood chord open web truss Load Table attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. Gallery of images Code Reports Material:see , Drawings Finish:Galvanized.May be ordered dDG;srmt art S imnsnn Strong-Tie- Catalog Rage Anchoring Solutions Installation: Related Categories • Use all specified fasteners.See Geral Notes. Technics Bulletins Fuers • For use in vertical and horizontal applications- Engineermg Letters • To tie double 2x members together,the Designer must determine the fasteners required to bind members to act as one unit without splitting the wood. Helot or download • The Designer shall specify anchor bolt type,length and embedment.See SBand SSTB Anchor Bolts. INSTALLATION . For tension ties,per ASTM test st an dards,anchor tort nut should be finger-tight plus 113 to 1 turn with a hand wrench,with consideration +;( given to possible future wood shrinkage.Care should be taken to not aver-torque the nut.Impact wrenches should not be used 11:,. milli Vv.v yap-hv-stop 6;n•tailation indructions ' itiseetorstwchottg 4117 Gallery: . roll over images below to see larger image 82 • � ' e '4ji.r .. '• I 0411• i LTf131 LTI2013 HM Horizontal HIT •A��` (LTT19 similar) (HTT4 similar) Installation . U.S.Patent " � 5,467,570 Vertical HTT4 Horizontal LT1131 baUlation Vence!LTT19 Installation In;tallation (LTT2OB similar) Load Table: See code report listings below atop SThese products are available with additional corrosion protection.Additional products on this page may also be available with this option,rherk with Smrnon Stmnn-Tic for detail. pr These models are approved for installation With the Strong-Drive SD Structural-Connector screw Model Material(Gal Dimensions Seat Fasteners Allowable Tension Loads(1601 Deflection P -Thick- al Highest No. Strap Plate W L nets Anchor Bolts Fasteners OF:SP SPFIHF Allowable Load LT T19' 16 3 i : 8-10d 81' '•15 1125 0 180 8-1ed 1.140 1150 0 157 10.104.1• 1355 1165 0.195 LIT 208' - 12 3 .. 191: 11/2 /,. '6.hor',. 10-bid SWill 1290 0.185 '4- _ 2-' 5c II 1525 1400 D.183 LTT131' 18 r 3 I 311 1 31 1% 3i 5- •t `35!0 1160 0 193 '4 } 18-10ce 1 . 3511) 3105 0 086 ® NM tt -- 2'- 12,3 '"1't1e ''31e '>6 T8.164s2 4235 3640 0123 18•SD a10.1' 4455 3830 0112 r 26.1Oder. 4350 3740 0120 SO MI5 15 11 — 2 4 16 , l'„a i '/a ; 38 _26-101 4670 4015 0.116 126-16dx2';, 5090' 4375 0135 TT5KT' 11 2': 16 1'Ai Me ' 'H % 26-SD$10x214 5445 5360 0103 1- Allowable loads have been increased for wind or earthquake load durations with no further increase allowed;reduce where other load durations govern. 2- Post design by Specifier.Tabulated loads are based on minimum 3"x 3 1/2"(2-2x4)post(N 3 1/2"wan!).Post may consist of mubiple members provided they are connected independently of the holdown fasteners.See Post Caoacitiehfor common post allowable loads. 3. A standard cut washer is required under anchor nut for LTT1 9 and LTT2OB when using 1/2"or 5/8"anchor bolts-No additional washer is required when using a 3/4"anchor bolt. 4. Deflection at Highest Allowable Tension Load includes fastener slip holdown deformation,and anchor bob e longation tor holdowns installed up to 4 12"above top of concrete.HTT4 and 1-fTT5 may be instated raised up to 18"above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 5. If the base of the LTTI31 is installed flush with a concrete or-masonry wall,then the alowable toad is 2285 lbs. 6. Allowable tension load for HTT5 with a bearing plate washer BP5I8-2(sold separatey)installed in the seat of the holdown is 5295for DF/SP and 4555 for SPFIHF. 7. HTT5KT is sold as a kit with the holdown,BP 5/8-2 bearing plate washer and 26-SD#11x21/2 screws. .. 8. Structural composite lumber cdumns have aides that show either the wide face or the edges of the lumber strands/veneers. - Values in the tables reflect installation into the wide face.See technical bulletin T-C-SCLCLM for values on the narrow face (edge). 9. HTT4 with SD#10x1 112 screws achieves full load on a single 2x6 stud or joist. _ 10. FASTENERS:10(1x1 1/2=0.148"dia-x1 1/2"long, 10d=0.148"dia.x 3"long, 16(1x21/2=0.162"dia.x 2 112"long, SD#10x21/2=0.161"dia.x 21/2", SD#10x1 1/2=0161"dia.x 1 1/2". - See other fastener sizes and informetiotl. Code Reports(PDFs): ■next -top LEOACY R POP TS IAPMOUESER ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES HTT See specific model numbers for code listings 83 SAMPSON www.stro ngtie.corn gilrig LTP4/LTP5/A34/A35 Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim joist.The embossments enhance performance. • - - — - The LTP4 Lateral Tie Plate transfers shear forces for top plate-to-rim joist or blocking connections.Nal holes are spaced to prevent wood splitting tar single and double top plate applications.May be installed over plywood sheathing- The A35 anchor's exclusive bending slot allows instant,accurate field bends for at two-and three-way ties.Balanced, completely reversible design permits the A35 to secure a great variety of connections. Material:LTP4it_TP5-20 gauge;all others-18 gauge Load Table Gallery of Images Finish:Galvanized.Some products available in stainless steel or ZMAX8 coating;see Corrosion Information_ Load Table Images Installation: Code Reports Drawings • Use at specified fasteners-See General Nctes. Catalog Page • A35—Bend one time only. Related Categories Technical Bulletins Fliers Engineering Letters Some products may be installed with the Strong-Drives SD Structural Connector screw- Help here f nr details. tor downloads INSTALLATION sts Y`` View st.n-by-si.rt installation in dui liren 3allerv: atop roll over images below to see hat ge r im age 11�16—H11/ig� 1. I0 ( 1 A44 0 A35 LTP5• • ity LTP4 Joists to Plate with A Leg Studs to Plate wit h B Leg Inside Outside I0 / roll over images below loses larger image B4 01■00 ::: : , Joists to Beams CeiingJoi=to Beam Chimney Framing . 4°N kv10110117: 0 4 G tip Erik 0 Gallery(numbers correspond to Load Table below): .top roll over images below to see larger im age jFi '. 0 4 2 3 � A34 A35 A35 oil PI t: F2 4 5 6 A35 Lett Side: LTPS Installed over LTP4 installed over Wood Structural Panel Wood Structural Panel Sheathing Sheathing Right Side: LTP4 attaching Top Plates to Rim Joist Load Table: See nnrte rennrt listings below atop Load Values with Nails - TIodsei s.aJua.ta die elVellet:ber wit s eueAitiVndl 00 8v04k71tpooteraeJrl.AJeli iffy,eat oluduita u'then Wide rray am be avattabe with the option,checkw!th$mason Strong-Tie fot details. r These models are approved for instanaticn.vrh the tren -Dane 20 3taKttlral-Cciatclot ,:-,rev. See the loan va ties below OF/SP ser iw . Model Type of Fasteners Direction Allowable Loads Allowable Loads No. Connection offload Floor Root Floor Roof (100) (125) (160) (100) (1251 ( 60) A34 I E ESxt 1' 345 165 51} .1- .115 41, F2' 191 455 :54 `6,-) f l Al E 295 365 395 255 375 343 CT 210 210 21) 113G 160 '8l} A>t; 295 365 380 255 315 325 le j A35 2 12-liar 1'r; C2 295 365 370 255 315 320 fI D 230 230 230 200 200 20) Fl 595 695 1321 51C 600 60) F; 595 670 670 510 5;5 575 r G 515 645 67D 44 553 III Llp. 5 12-80u1t H 515 615 670 1.3: 555 575 F 12 t1 G 585 620 620 505 535 535 H 545 545 545 471 ado 473 1 Allowable loads are for one anchor When ant tors are installed on each side of the Joist,the minimum joist thickness is 3' 2 Some Illustrations show connections that could cause cross-gram tension or bending of the wood during loading If not reinforced sufficiently.In this case.mechanical reinforcement Should be considered. 3 LTP4 can be installed over 3/8'wood structural panel sheathing with 8001 112'nails and achieve 0 72 of the listed load,or over 1/2 and achieve 0.64 of the listed load 8d commons will achieve 100%load 4 The LTP5 may be installed over wood structural panel sheathing up to 1/2 thick using 8dx 12'nails with no reduction in load 5 Connectors are required on both sides to achieve F1 loads in both directions 6 NAILS 80(1 1/2=0.131'dia.x 1 1/2 long See other nail sizes and information Load Values with SD Series Screws These products are available with addilortal corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. DFISP Allowable Loads SPFIHF Allowable Loads Model Direction of No. Load Fasteners Floor Roof Floor Roof (100) (125) (160) (100) (125) (160) A34 Fl 8-S09112 640 640 640 450 550 550 F2 495 495 495 425 425 425 Al,E 295 365 395 255 315 340 Cl 210 210 210 180 180 180 A2 295 365 380 255 315 325 A35 C2 12 SD9112 295 365 370 255 315 320 D 230 230 230 200 200 200 F1 695 695 695 600 600 600 F2 845 845 845 670 725 725 LTP4 G 12 509112 910 910 910 670 780 780 H 800 800 800 670 690 690 Code Reports(PDFs): .next •top LEGACY REPORTS - IAPMO UES ER ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES A34 ■IH 11.' ESR-2523'/ESR-3096 9925814/9925910 FL10446/FL11478 A34SS A34Z E11112 ESR-2521"/JFR-'709fi, RF125R14/RRxh10 A35 FR-1 12 ESR-2523"/eSR-309 RR25814/9925910 FL10446/FL1147$ A35SS A35Z ER-112 ESR-2523'/FSR-3096 R925814,/9R2591Q LTP4 FR-117 FRR-9$ '/FSR-30919 RR25814/)3525,a,111 FL10448 LTP4Z ER-112 FSR-2523'I FSR-30:0T R925910 LTP5 FR-1121 ER-124 FIR25814/JR25489 FL11478/FL13877 86 "st• .• www.strortgtie.com . CS/CMST Coiled Straps CMSTC provides nat slots for easy installation;it can be cut to length.CS are continuous utility straps which can be cut to length on the lob site.Packaged in lightweight(about 40 pounds)cartons. Xy Finish:Galvanized.Some products available in ZMx�c Aoating;see Corrnsinn Informalinrl, _ Installation: • Use at specified fasteners.See General Notes. • Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. Load Table Gallery of images • Refer to the applicable code for minimum nail penetration and minimum wood edge and end dstances. Code Reports • The cable shows the maximum allowable bads and the nails required to obtain them.Fewer nails may be used;reduce Drawings the allowable load as shown in j,.ntnnte a. Catalog Pages • The cut length of the strap shat be equal t o twice the"End Length"noted in the table plus the clear span dimension. Related Categories • CMST only-Use every other triangle hole if the wood tends to split.Use round and triangle holes for comparable MST Technical Bulletins loads,providing wood does not tend to split. Fliers • For lap splice and alternate nading information,See Technical Bulletin T-CMST_ Help for downloads • CS straps are avadable In 25'lengths,order 0614-R,0S16-R,0616-R,CS20-R or 0622-11 Coil Strap 6 Gauge stamped on part for easy identdication Calculator Find the mod efficient Wotan to men year load demands. 1 INSTALLATION an '13'9: 1 111 it 40 View dPn-by-st-n in tallat inn instructions Gallery: atop rot over images below to see larger image Ee�„rte a } r.-------J----",. �. '-i - •1.--* -' A - Typical CS CS16 Hole CMST14 Hole CMSTC16 Hole Typical Irestatslon as a Pattern Pattern(CMST12 Pattern Horizontal ,.. _ Floor-to-Floor Tie (all other CS similar) CS/CMST • (CMST requires straps similar) Installation liaised requited it minimum 2-2x deluge studs) heeldl :gm etd f4uel twiner at smiled anis diiel6eed 87 Load Table: See code report listings below atop in These products are available with additional corrosion protection.Addtional products on the page may also be available with this option,rhea with Senrrsnn Stmnn-Tic for details. pr These models are approved for installation vrith the Ctrnnn-Dexe CT)Ctnmtural-Cnnnerinr anew. OF/SP SPF/HF Allowable Model Total Ga Fasteners End Length Fasteners End Length Tension No. L Loads { 160 I 160 160 160 (160) . CMST12 40` 7? • 71• 1t";d 33' 84• I6d N' 0215 - 56 110.1 39" 98 1... S 9215 4 CMST14 52'< 14 56• 16d 26' 66- 16d 30' 6490 66-10d 30' 76• t0'1 31' 6490 114-- CMISTC16 54 16 50-16d 20' 58-16d j 25' 4585 sinker sinker 26-10d 15' 30-10d 1 16' 2490 CS14 100 14 3D-8d 16' 36-8d 19' 2490 le 20-100 11' 22-10d 12 1705 CS16 150 '6 22-811 13' 26 8:1 14' 1705 1 4- 16-10d 9' 18' 10d 10 1370 CS18 200 18 • 18-&1 11' 22-8d 12' 1310 11'- 'ltd I;' 14• 1i".i 8' 10311 CS20 25+! ,U • • i 1,1-80 9' 16-8d - 9' 1030 10-10d 7' 12-10d T 845 CS22 1 300" I*22 12-8d 6' 14-8d 8' 845 1- Loads include a 60%load duration increase on the fasteners for wind or seismic loading. 2. (JAL hail of the required nails in each member being connected to achieve the listed loads. _ 3. Calculate the connector value for a reduced number of nails as follows: Allowable Load: No of Nails Used x Table Load No of Nails in Table - Example:CMSTCI6 in DF/SP with 40 nails total. (Half of the nails in each member being connected) Allowable Load= 40 Nails fUsedl x 4585 Ibs=3668 lbs " 50 Nails(Table) 4. Tension bads apply for uplift when installed vertically. 5. NAILS:16d=0.162"dia.x 31/2°long,l6d Sinker=0.148"dia.x 3 1/4"long,10d=0.148"dia.x 3"long.See nthe r nail si-es and information Code Reports(PDFs): .next atop LEOACY R PO TS IAPH10 UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER C MST See specific model numbers for code listings. CMST12 FR-124 ESR-21 OS/FSR-7'71" Rryc71'2/pR264a9 FL1na o/F113872 CM5T14 ER-124 ESR-2106 I ESR-2523' RP25713/RR25489 FL10852/FL13872 CM STC No code fisting.Please contact us for test data. CM STC1 6 FR-124 fSR-7105/ESR-2523" fiFt05713/FIR75483, FL1nm2/Ft 1387? CS See specific model numbers tar code listings. CS14 ER-129 ESR-2105/ESP-2523.* RR25713/RR25489 FL10852/FL13872 C514-R ER-124 FL1n85? 0516 E31124 ESP-2105/ESR-259'2' fi F2r+71'1/RR25489 FL1n857/FL1987? C516-R ER-124 ESR-2105/ESR-2523- RR25489 FL10852 CS18Z ER-124 ESR-2105/ESR-2523" RR25713/RR25489 FL10852 C518 ER-124 ESR-2105/ESR-?2g" MUM/R1325489 FL1085?/f L13872 C518-R Esuu ESR-21 as/FSR?573" RR2'483, FL1iI5F2 • C5185 ER-124 ESR-2105/ESR-2523' FL10852 0520 E3-124 ESR-2105/FSR?573" RR25713/f;R25489. FI 1118'7 1F1 13872 C520-R ER-124 ESR-71ft5,/ESR-7'2'1" RR25489 FL111855? 88 TECHNICAL BULLETIN SIMPSON COIL STRAP ALTERNATIVE NAILING SCHEDULE AND LAP SPLICE SPECIFICATIONS - Page f of 2 Lap splicing of Coil Straps can be used - to extend standard CMST12, CMST14, and OVERLAP SPLICE DETAIL CMSTC16 strap lengths longer than 40', 52/z, and 54' respectively, for designing continuous : drag elements and diaphragm chord members. -..° Table A provides the minimum splice length °-°°-°° (Lsp) and fasteners, within the splice length, . Lsp 11111 to achieve the highest allowable capacity of `* the strap. ,„ 0 Table B provides allowable loads for Coil "�► ° °° �w- Straps when installed with different nailing (`� schedules. The highest allowable load given for each model is limited by the steel capacity. «`� ��f The Engineer/Designer of Record must l� ., t �`t �t``�� y�li l�� Splice Length and evaluate and determine the adequacy of the • Fasteners per Table A Coil Strap's lap splice and alternative nailing N, i I+4l. applications to meet their design loads. MATERIAL: See tables. _ FINISH: Galvanized. Some products available in ZMAX®'coating; - contact Simpson Strong-Tie for details. CODES: Refer to the current Wood Construction Connectors catalog. TABLE A—STRAP LAP SPLICES '`''1o' Strap Lap Splice �S16 tec�ttc� t14'Typ CS16,CS18, I � CS20&CS22 Model Ga Minimum Min.Splice 14 -,-I T No. Fasteners per Length yp• Splice's (Lsp) 25-16d 22" CMST12 12 ° ° 20-10d 27" 1 A A e r A 3'Ttp. CMST14& cMS'Fi4 14 GAME .. CMST12 CMST14 14 18 i6tl i6" e. 0 0 r . 21-10d 19" ) 1Ye"�. 1'Typ. 13-16d 11" CMSFCI6 16 = 314"Tpp:= F1WT0.-► 15-10d 12" Gauge stamped on part for easy 1.10d commons can be replaced by 16d sinkers, identification. No other nail substitution is allowed for lap splices. 2 Beier to the applicable code for minimum edge ' a - 0 0 rryp distance and minimum end distance. A No strap modification is allowed and the Splice nest CMSTC1B 16 GAUGE CMSTC16 - meet both the minimum number of Listeners and o 0 :, 1 the Unit/1111T]Splice Length. 0 0 0 14'Tnn. 4 No lap splice needed for CS16.CS18,CS2f1 and CS22 I 1K,M't Minimum coil length 150 feet. i*---r Typ. + 11WTpp►i This bulletin is effective until daeaa+,'&1-281-1.and reflects information available as of July 1,2008. This information is updated periodically and •■ should not be relied upon afterdaauary-8 --281-4:contact Simpson Strong-Tie for current information and limited warranty or see www.strongtie.com. -,- Home Office Southwest 11.3.A. Southeast U.S.A. Western Canada 5956W.Las Positas Blvd. 260 N.Palm Street 2221 Country Lane 11476 Kingston St. 800-999-5099 Pleasanton,CA 94588 Brea,CA 92821 McKinney,TX 75069 Maple Ridge,BC V2X 0Y5 www.strongiie.com FAX:925/847-1603 FAX:714/871-9167 FAX:972/542-5319 FAX:604/465-0297 Northwest U.S.A. Northeast U.S.A. Eastern Canada Warehouses&Manufacturing: 52008 Simpson Strong-Tie Company Inc. 5151 S.Airport Way 2600 International Street 5 Kenview Blvd. Eagan,MN;Enfield,CT,Gallatin,TN; printed in the U.S.A. Stockton,CA 95206 Columbus,OH 43228 Brampton,ON L6T 5G5 Figh Point,NC;Jacksonville,FL;Jessup,MD, FAX:209/2:34-38868 FAX 614/876-0636 FAX 905/458-7274 Kent,WA;Langley,BC;Ontario,CA T-CMST08 7/08 exp.6/30(14 ti' u,.,,- -«r..?;: . a- %,~u.. _ 4.:s 1c .2= 89 TECHNICAL BULLETIN • SIMPSON COIL STRAP ALTERNATIVE NAILING SCHEDULE -Tie AND LAP SPLICE SPECIFICATIONS • :;4'- Page 2of2 - Typical CS TABLE B—ALLOWABLE LOADS FOR ALTERNATIVE NAILING Installation as a EinJ - - Floor-to-Floor Tie Ler„3ttt (lit Allowablet2 End Length(in)3.5 CMST and CMSTC ' ,--- Model Total Fasteners Tension Nail Spacing require minimum No Ga Coil (Total) Loads Nail Spacing Every Other ::-,,.— '_..:: Length 2-2x studs) g (160) Every Hole Hole I 74164 9215 34 68 ----A..,, w::. ^- • aIT 66-16d 8425 30 60 dr SP Nails not 7:11''C :: Gle 58-16d 7400 27 54•reguiredin., 50-164 6380 23 46 clear span - �, _ � / CMST12 12 40' 84-10d 9215 38 76 76-104 8345 35 70 ` 'i•- ° 68-10d 7465 31 62 '': tt E111, 60-104 6585 28 56 7 Provide min. ,' [-ell' j 56-16d 6490 26 52 15A'end distance 48 164 5635 23 46 for CS and CMST- I i . t; Equal number of- ' ' 40-16d 4695 19 38 specified nails ii/ 32-16d 3755 16 32 in each end CMST14 14 52.5' INSTALLATION: 66-10d 6490 30 60 58-10d 5775 27 54 • Use all specified fasteners. Refer to the 50-104 4980 23 46 current Wood Construction Connectors 42-10d 4185 20 40 catalog for General Notes and Warranty 42-16d 4585 18 :36 - information. 34-16d 3875 15 30 • Wood shrinkage after strap installation 26-16d 2965 12 24 across horizontal wood members may 18-16d 2050 9 18 cause strap to buckle outward. CMSTC16 16 54' 48-16d Sinker 4585 19 38 • Refer to the applicable code for 40-16d Sinker 3850 16 32 minimum nail penetration and minimum 32-16d Sinker 3080 13 26 wood edge and end distances. 24-16d Sinker 2310 10 20 • The table shows the maximum allowable 16-16d Sinker 1540 9 18 loads and the nails required to obtain - - then. Fewer nails may be used; reduce 26-10d 2490 15 30 the allowable load by the code lateral load 24-10d 2390 13 26 for each nail subtracted from each end. CS14 14 100' 22-10d 2190 13 26 Load Adjustment Factors for 30-8d 2490 17 34 Optional Nails Used with Straight Straps 28-8d 2340 1:, 30 26-Sd 2170 15 30 Catalog Replacement Allowable Load 20-104 1705 11 22 Nail Nail Adjustment Factor 18-10d 1700 11 22 16d common 10dx1 12 0.84°" CS16 16 150' 16-10d 1510 9 18 10d common/ 22-8d 1705 13 26 • 16d common 124 common 0.84 20-84 1575 11 22 16d common 16d sinker 0.84 18-8d 1415 11 22 16d common 16dx21/2(N16) 1.00' 16-10d 1370 9 18 10d common/ 14104 1300 9 18 12d common 16d sinker 1.00 CS18 18 200' 18-8d 1370 _ 11 22 1.Loads have been increased 60%for earthquake or wind 16-8d 1230 9 18 - loading with no further increase allowed. 12-10d 1030 7 14 2.For Spruce Pine Fir or Hem Fir members use 0.86 of the table loads.Load adjustment factors for alternate nails shall be in CS20 20 250' 10-104 915 i 14 - addition to the 0.86 multipler. 14-8d 1030 9 18 3.If wood splitting is a concern,consider spacing the nails at every other location 12-8d 910 7 14 4.For straps installed over sheathing 1'/z'nails should not be used 10-10d 845 7 14 5 The cut length of the strap shall be equal to twice the"end CS22 22 300' length"noted in the table plus the clear span dimension 12134 845 / 14 6.Where noted,use 0.80 for the CMST12 strap only when using SPF lumber. 7 Where noted,use 0.92 for the CMST12 strap only when using SPF lumber 90 02008 Simpson Strong-Tie Company Inc. T-CMST08 7/08 exp.6/30/14 wrvw.strongtie.com „ :- ..4- .r HCSTR Hinge Connector Straps Use Hinge Connector Straps for retrofit applications to strap horizontal wood members together where a hinge connector interferes. AN bolt holes shall be 1t32"(minimum)and 1/16"(ma;inum)larger than the bol diameter 0105 NDS 11.1.2). Material:HCSTR2,HCSTR3-7 gauge;1-ICSTR4-3 gauge- Finish:HCSTR4—Simpson Strong-Ties gray paint.All others—Galvanized. Load Table Options: Gallery of images Code Reports • Contact Simpson Strong-Tie fa longer lengths.For use with Simpson Strong-Tie hinge connectors. Drawings Catalog Page Related Categories He f or downloads Gallery: -top roll over images below to see larger image 0 -r ridtsterfloove Gear Span Lowing R{atc pic c HCSTR TYpicd _ i24 0 O # I HCSTR4 Installation 000i- :I'- I. ,f42.254Mcst{tt-}.0 . fie r., y, if_e__ LL'''..„.. .---- J oad Table; See node report listings below atop Fasteners Model (Total) Allowable Loads No. Oty Dia (160) HCSTR2 4 '4 9725 1111-- HCSTR3 6 i ?G 14170 HCSTR4 8 ? 18770 1. Allowable loads are for straps used in pairs and include a 60%increase for wind or earthquake loading with no further increase allowed;re duce where other loads govern. 2. Allowable loads assurne a carrying member of 5 1/8"minimum thickness with bolts in double-shear- 3. Designed for HC style hinge connectors;contact Sin-wino Strong-Tie for lengths for HCA and HC3A(only)style hinge connectors. Code Reports(PDFs): ,.next atop LEGACY RE PORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER 91 SPAIIPSON wv✓w.strongtie.com r PCT Purlin Cross Ties Designed using a section that works in both tension and compression Material:1 12"square tube steel ASTM A500 Grade B. ar. war Finish:Simpson Strong-Tree gray paint. Installation: • Use al specified fasteners.See General Notes. Load Table • PCT18 and 23 are sized to span a maximum hanger seat depth Gdlery of images re"dimension)of 4". Code Reports • PCT27 and 38 are sized to span a maximum hanger seat depth Drawings ("B"dimension)of 6". Catalog Page • Tube section helps with drilling alignment,through the purlin. Related Categories • Offset angle to allow ailing access through glulam. Technical Bulletins • 2 12"a a 2 9/16"diameter hole required. Fliers • Install in pairs. Halp f or downloa4ss Options:Contact Simpson Strong-Tie for other lengths_ Gallery; atop roll over images below to see larger im age r Pala ri7r — PCT Typical PCT PCT Installed in eyTyo_►trio U.S.Patent Installation Pairs NO HOW* 6,862,854 (Top View) remPallyPhcer,- --- Load Table; See pode report listings below atop Alletra*N tstas per Pik of PCs Model M Total No awl Mar Comity Basta on OeraN Saw Ap/tiwka asg - No. mteterss l eadta 11 lr Sort N Steel Stool loop of IsS rn Portia•Di/SP f 160) l futeeers Tension Corlgrtasiod S++ 3', PC718 t t • 11 17 v, 8•'=+148 24665 19165 +•1 19095 19050 PCT23 57 14 IT% 10.rtatB 24665 19165 2+390 7.3845 23645 23620 23525 PC127 +9 23Ft 12-k,M8 966.`n 2tlAft5 2055 ?t1': 2843'! ?5255 - PC1311 . , 1974 23'4 124t l 39665 26030 29115 33027 4°;485 40510 30190 1- Alowabte loads have been increased 60%for wind or earthquake loading with no further increase allowed;reduce where other loads govern. 2. Instal in pairs. 3. Minimum bolt length is(Purinwidth+3"(PCT)+1"(nut)). 4. Bol value assume minimum 10112"deep pudin. 5. Engineer of Record is responsible for evaluating the glutam. 92 • www.strortgtie.com r• ._4 Strong-Drive® SDW Structural Wood Screws The Strong-Drives SDW screw is a 0.22'diameter,high-strength structural wood screw specifically Strong-Drhe designed for fastening multi-ply wood members such as plated trusses,engineered-lumber products and wow Wonting solid-sawn lumber_The SDW installs easily with no pre-driling and is available in optimized lengths for •id dimmer fastening 2,3 and 4-ply trusses or 1 3/4'engineered lumber such as structural composite lumber(SCL). The SDW enables single-side fastening,while still allowing concurrent loading on both sides of the assembly to the full allowable head or tip-side load of the fastener. Find this fastener in the Fastener Fi.nderl Load Tables: Single Fastener Shear SDW Strong-Drive Screws Code-Usledl I Loads for Solid Sawn The Strong-Drive SOW series of structural wood screws is legoro t�l and 2x Truss now code listed and complies with the 2006 and 2009 IBC rn Loaded on Head Side and IRC(see code report JAPMC)FS FR-1471 Loaded on Tip Side _.. Single Fastener Shear Loads for LVl,PSL, Features: and LSL Loaded on Head Side • A high-strength structural wood screw designed with a shorter thread length to fasten multi-ply members such as Loaded on Tip Side plated trusses,engineered-lumber products and solid-sawn lumber Single Fastener Shear Loads for Two-Ply • Large washer head provides maximum bearing area;stamped with the Simpson Strong-Tie"0"sign and fastener 3Y2/4x2 Parelel- length for easy identification after installation Chord length Loaded on Either Side • Deep 6-lobe recess reduces cam-out,making driving easier Sideloaded Murti-Pfy Assemblies • Low-profile head results in less interference after installation;makes stacking and slicing members easier and alows Solid Sawn and 2x ss installation d hardware and finishes to be virtually flush T" L'1_,PSL,and LSL • Optimal screw lengths provide maximum penetration while preventing the point from protruding out the back of the member Gallery of images Drawings • Ability to penetrate multi-ply trusses from only one side eliminates the need for flip trusses Catalog Page • Higher shear values than compel itive products enable wider spacing saving time and money Anchoring Solutions Related Categories • Bold thread design provides superior holding power and cinches fastened members together for consistent Technical Bulletins installation Flers • Patented 4CUTTU point ensures fast starts,reduced installation torque and eliminates the need for pre-drilling in most Help for downloads applications • Under-head nibs provide greater control when seating the head • E-coat""coaling is suitable for interior applications only Material:Heat-treated carbon steel Finish:BlackE-CoatT6' WARNING:In dustry studies show that hardened fasteners can experience performance problems n wet or corrosive environments. • Accordingly,the SOW wood screws should only be used in dry,interior and non-corrosive envronments. installation: • SDW screws install best with a low-speed 1/2"drill and a T-40 6-lobe bit.The matched bit included with the screws is recommended for best results- • Pre-drilling is typically not required.SDW screws may be installed through metal truss plates as approved by the Truss Designer,provided the requirements of ANSI/TPI 1-2007 Section 8.9.2 are met(pre-drilling required through the plate using a maximum of 5/32'bit). • Screw heads that are countersunk flush to the wood surface are acceptable if the screw has not spun out. • Individual screw locations may be adjusted up to 3"to avoid conflicts with other hardware or to avoid lumber defeds. LUMBER FASTENING IN DRY CLIMATES The highlighted regions on this map may experience drier conditions which can result in reduced lumber thickness(scant lumber) 93 due to wood shrinkage.To help ensure optimum thread penetration into the main(last)member without excessive protrusion,Simpson Strong-Tie offers the 4 3/8"and 6"lengths of the SDW screw,which are sized for the thinner members common in these'desert'climates.It is the responsibility of the Truss Manufacturer or contractor/installer to determine the appropriate _ fastener length for any given application.(See tables and footnotes for IIIIII minimum required penetration.) Notes To The Designer. Viall . 1_ Single-fastener shear loads for Tables 1-4,and withdrawal loads in this section,are based on testing per ICC-ES AC233.Allowable withdrawal load for DF/SPISCL is 200 pounds per inch - (Ibs.An.)and for SPF/HF withdrawal is 150 Ibs/In.Total allowable withdrawal load Is based on actual thread penetration into the main member. 2. Alowade loads in tables are shown at the load duration factor of Cp=1.00 and shall be multiplied by all applicable adjustment factors per the NOS.Loads may be increased for bad duration per the building code up to a Co of 1.6. 3. Minimum fastener spacing requirements:6'end distance,1 7116"edge distance,518"between staggered rows of fasteners,4"between non- staggered rows of fasteners and 6"between fasteners in a row.Note exceptions in the application drawing accompanying the table Sngle Fastenet Shear Loads for Two-PN 3x2/4x2 Parallel-Chord Trusses Loaded on Either Side. 4. Maximum fastener spacing is recommended to not exceed 24"on-center except as approved by a qualified Designer. 5. Structural composite lumber(S CL=LVL,PSL or LSL)loads assume an equivalent Specific Gravity of 050 or higher for fastener shear in the wide face(unless otherwise nded)a. 6. Tabular loads in this document are based on the capacity d the Simpson Strong-Tie®SDW fasteners.The capacity of the multi-ply assembly must be checlad by a qualified Designer. 7. For top loaded solid sawn 2x built-up assemblies that are evenly loaded across the entire assembly width,the recommended fastener spacing is two rows at 32"o.c.For top-loaded SCL 1 3/4"built up assemblies that are evenly loaded across the entire assembly width,the recommended fastener spacing is two rows at 24"o.c.for up to 18"deep members,and 3 rows at 24"o.c.for members deeper than 18". Gallery: atop roll over images below to see larger im age 1 .1 L ,. ,, . „ SOW T-40 Driver Bit Dimensions U.S.Patents (included) 5,897,28E BIT40-P1 7,101,133 and patent pending Product Information: SDW Washer-Head Screw. Mufti-Ply Fastening: atop Thread Retail Pack' Mini-Bulk Bucket' Bulk' . Sae" length Typical - --- (in.) ITl► Application° Fastener Packs Per Fasteners Fasteners tiny Par Pack '.Master Carton Mattel Na Per Pack Model No Per Pack Model No. '' , 14. 2x/Trass . 50 I i. sill".�..oriioi.l ...,1 r;. II;4'..3,.ill 0.22%n 3;: 1:'-. SCI 50 6 _.1 SDW22338-R5i} 250 S0 1 - W22338bt8 900 SDW22338 0.22 x 4• -•• 50 4 1 $0W22438-R50 200 S0W22438 48 600 S0W22438 0.22 n 414 1 50 4 S0W22458-850 200 SDW22458M8 600 S0W22458 n 22., se 4 + S0W22500-R50 200 S0W22500148 600 SDW22500 0.22 x 6 . I,.. 7 •.•, ,• „ 50 _ 4 SDW22600_-R50 i 200 S0W226001i18 i00 SDW22600 0.22)16% f _ 50 4 , SWYV226384150 200 i S0W22638MB _. SIIW22638 0.22x631 W I. SCL;4e2PCT 50 4 0 634 SDW22634-R50 200 50W22634118 500 SDti'J22634 1. Retail and mini-buk packs include one deep,6-lobe,T-40 drive r bit;bulk packs include two driver bits. •94 • 2. Typical screw application key: 2x/Truss=Solid-sawn dimensional lumber and plated wood trusses. 2x/Truss Desert=Solid-sawn dimensional lumber and plated wood trusses in desert environments(scant lumber). SCL=1 3/4"plies ci structural-compost,lumber. SCU3x2PCT=1 3/4"plies of structural-composite lumber or double 3x2 parallel-chord trusses. SCU4x2PCT=13/4"or 3 1/2"plies of structural-composite lumber or double 4x2 paralel-chord trusses. _ 3. If assembly is less than or equal to 4 9/I6"thick,use the 3DW22438. 4. If assembly is less than or equal to 6 3/16"thick,use the SDW22600. Load Tables: See code reboil listings below .top Table 1—Single Fastener Shear Loads for Solid Sawn and 2x Truss Loaded on Head Side Nominal Thread Nominal Main OF,SP SPF/HF Assembly Model I Screw Length! Unpin Side Member Member Allowable Allowable No. ( (l) (TL) Thickness Penelralron Shear Shear (in.) (in.) (in.) (m.1 Ilbs) (lbs.) 2-ply 2x/Tess SDW22300 ; 211ra 1/, 325 255 3•pilf 2x/TeusS Desert = SOW22438 431r 1'/,r 400 325 3.pf r$x/Truss SOW2245$ 4Vs I 15cR 1 �ri 325 4•ply2x(TtussDeseft SOW22600_+_ 6 { T . i• 1 400 I 340 4- 4-ply 2x/Truss SOW22638 61 1'J,b 1 4 400 340 1. For minimum penetration into main member of 1 1/8",use 235 lbs.for OF/SP and 210 lbs.for SPF/HF. Load I I I Loaded on Head Side (3-ply assembly shoavn—other configurations similar) Table 2—Single Fastener Shear Loads for Solid Sawn and 2x Truss Loaded on Point Side- Nominal Thread Nominal Main OF/SP SPF/HF Assembly Model Screw Length Length Side Member Member Allowable Allowable No. (L) (TL) Thickness Penelralion Shear Shear (In.) (in.) (in.) (tn.) Ilbs.) (lbs.)• •2-ply 2x Truss SDV:22300 2 1 255 3-ply 2x/Truss Desert S0W22438 1 -. 3 5 255 3-ply 2x.'Truss S13W72458 1 3 255 4-ply 2x/Truss Desert . SOW22600 I 1 _ 255 4-ply 2xiTruss S0W22638 I 2-• 255 1. For minimum penetration into main member of 1 1/8",use 235 lbs.for DF/SP and 210 lbs.for SPF/HF. 1 Load • 1 1 Loaded on Point Side (3-ply assembly shown—other configurations similar) • 95 (Degenkolb comment 5) SIMPSON www.strongtie.com »hi=?Prndi tots,>Anchor Systems?ELI PDPA Series FastenersTension and Shear Loads in Steel 4 PDP Series Fasteners-Tension and Shear L-ads in Steel , I Shank Minimum Minimum Minimum Allowable Tension Loads-lbs.(kN) Allowable Shear Loads-lbs. (kN) Model Diameter Peliona Distance ri Spacing Minimum Steel Thickness(in.) Sleet Thickness(in.) No in in. in. 10' Strength' (mm) (mm) (mm) (mm( 2-11 ; ,,; sir 2i t �; 0.5 1.0 260 370 360' 530' 195` 410 345 385' 385' 325' ( r 0.5) 1 Grade A5 2, �' 485' 110` 420 365 {1 29D)J (1.T1)' T(#W' (13) ASTM A36 (1.t6) (1 6 1'9 361 (0 871' 11 82) i 1 PDt9l ASTM A572, r 27fi' 275 (13) (25) 11.36) (1.49) (15Q)' (2.16)° (CL76)5 ! (1.87) i) .162) I (1.29)' (1.22)* (1.22)'' �ASTMA992 1. The entire pointed portion of the fastener must penetrate through the steel to obtain the tabulated values,unless otherwise indicated in footnote 4,5,6 or 7. 2. The allowable tension and shear values are for the fastener only.Members connected to the steel must be investigated separately in accordance with accepted design criteria. 3. Steel strength must comply with the minimum requirements of ASTM A 38(Fy=38 ksi,Fu=58 ksi)or ASTM A 572,Grade 50(Fy=50 ksi,Fu=65 ksi),or ASTM A992(Fy=50 ksi,Fu=65 ksi). 4. Based upon minimum penetration depth of 0.46'(11.7 mm). 5. Based upon minimum penetration depth of 0.58'(14.7 mm). 6. Based upon minimum penetration depth of 0.36'(9.1 mm). 7. The fastener must be driven to where the point of the fastener penetrates through the steel. PIMA click on the fink above for more information on these fasteners Printed July 12.2013 from trip://wwws tronotie.cortyproducts/anchorsystems/patifastenerslbads_pdpaj teel.html r9 2013 Sirrpson Strong-Tie Company Inc. • 96 www.strongtie.com E »Home>Products>Anchor Systems>Adheswes>SET>Load Tables SET Anchoring Adhesive: Tension and Shear Loads for Threaded Rod Anchors in 6 and 8-inch Lightweight, Medium-Weight and Normal-Weight Grout-Filled CMU Anchor Installed in Cell Opening (Top of Wall) See Figure 2 R ♦ l [in Rod Drill Embed. Min. Min. Min. 6 and 8-inch Grout-Filled CM)Allowable Leads �`� Dia. Bit Depth Edge End Spacing Based on CMU Strength Z In. Oia. in Dist. Dist. Dist. Tension Shear (mm) in. (mm) in in. In, Ultirnale Allowable Utlimale Allowable (mm) (rnm) (mm) lbs.(kN) lbs (k0) lbs.(kN) lbs.IkN} Allowable Tension and Shear Values EXCLUDING Earthquake to '-. ,. 5 3 3',i 20 12.573 2,515 9,530 1.905 111-- (15.91 ' 76'' i89) 1508) (55 9) 111.2[ (4241 (8 51 9, 5 3 3', 20 . 2.515 1.905 ", (19 11 ' - r,.• •89. '508 — ' (1121 '85i '/r 12 2 39. 48 8.908 1,780 122 21 1 3,y,, i511 1981 i121!A (39 61 k;,)1 ` Allowable'tension and Shear Values INCLUDING Earthquake Loads' 9. 5 3 3'.: 20 6,500 1,300 6,780 1.355 t15 9i ;5: (891 1508) (2891 i5 81 '3021 'b01 Y. 5 3 3'4 20 _ 1.300 1.355 (19.1) " (127) (76) (89) (508) ! (5.8) (6.0) 1. Allowable Tension and Shear Values EXCLUDING Earthquake Loads may not be increased for wind forces. 2. Allowable Tension and Shear Values INCLUDING Earthquake Loads may be increased 33 1/3%for wind forces or seismic forces where permitted by code. 3. Also see notes 1.3 and 5-7f. Figure 2 Edge • r i)C . o • o p••• — • �° o. —He—End•-•«-. 1 10e Anchor installed in cell opening(top of wall) Printed January 24,2014 from http:f/www.stronglie.corn/productslandlorsystemsradheswes/SETAoads_rod cmu6-8.htmI 02014 Simpson Strong-Tie Company Inc. 97 • rw4i Me www.strongtie.com »Home>Products>A.nchor Systems>Adheswes>SET>Load Tables - SET Anchoring Adhesive: Tension and Shear Loads for Threaded Rod Anchors in 8-inch Lightweight, Medium-Weight and Normal- Weight Grout-Filled CMU 8-inch Grout-Filled CMU Allowable Loads Rod Drill Min, Critical Critical Critical ,fir_ _1_ Dia. Bit Embed. Edge End Spacing Based on CMU Strength in. Dia. Depth Dist, Dist. Dist. Tension Shear �l-1_ Imm) in in In. In. In. Ultimate Allowable Ultimate Allowable 011m) (mm) (inn) limn) lbs.(kN) lbs.1tM) lbs.)kN) lbs.(ON) Anchor Installed Anywhere on the Face al the CMU Wall)See Fig ire t) 1n 5, 4'.. 17 17 17 6,496 1.300 6.766 1,355 it?r, 1e }10i3 ,a,1?i +3321 (432) ?2391 '1,5. :3011 , (6.0) 5'• 5 20 20 20 8.232 1 645 13.676 2.735 ,i, y, ' i1?= .. . 5f)8, -it)b, 1,1,18i 11221 34 „ 6% 27 27 27 15.656 3.130 17.578 3,515 its 1, ' (171) 16851 16561 1686) 169 6) - '78.21 (15.6) 1. Threaded rods must comply with ASTM F1554 Grade 36 minimum. 2. Values for 8-inch vide concrete masonry units(CMU)with a minimum specified compressive strength of masonry,f'm,at 28 days is 1500 psi 3. Embedment depth us measured from the outside face of the concrete masonry unit. 4. Allowable loads may be increased 33 1/3%for short-term loading due to wind forces or seismic forces where permitted by code. - 5. Refer to in-service temperature sensitivity chart for allowable load adjustment for temperature. - 6. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRO. - 7. Refer to allowable load-adjustment factors for end distance,edge distance and spacing. Figure 1. 4'.dt.erm Criliai edge dis aaar Ott dattsce (See Wad taokj om n 1Ce area !as reduce! WIIV4. agev>!W \\\s7%. Ng.. \Ll r °4"1//AY.. la r Item= !- r e nl\i Gkc xru,f•••:lL r� 'OM od ln if,q y 1 %/ v-^-,- a➢us mei fn, I. 1 c.4 uC , 4 4 Shaded Area=Placement for Full and Reduced Allowable Load Capacity in Grout-Filled CMU Printed Janu en/24,2014 from linp:!/www.strongt w.comp ro ducts/ancho isystems/adheswes/SETRoads-rod-gcmut ensshr.atml @ 2014 Simpson Strong-Tie Company Inc. 98 ConseilMg&Waren Tualatin Valley Fire & Rescue Station 51 Appendix - Material Testing/By Car/son Testing, Inc] Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Carlson Testing, Inc. Eugene Office (541)345-0289 Salem Office (503)589-1252 Tigard Office (503)684-3460 February 5, 2013 :T1307800 _Permit Ns: N/A -P.O. N2: 21303115-00 FIELD INSPECTION REPORT DATES COVERED: January 25, 2013 PROJECT: Tualatin Valley Fire & Rescue Station 51 — CMU Investigation ADDRESS: 8935 SW Burnham Rod—Tigard, OR INSPECTOR: M. Ober—ACI#00060231 /T. Nickel 01/24/13 - CMU Investigation As requested, CTI representatives were on site to perform CMU investigation on interior and exterior CMU walls. CTI met with Greg of Tualatin Valley Fire & Rescue on site for access to the building. • An 8.0" wide CMU prism was taken from location 'A' (chainsaw was used to obtain sample). • A 6.0" clay prism was taken from location—NW wall (Chainsaw was used to obtain sample). Samples were brought back to CTI Lab for further testing. Results from radar scanning from floor to 8 foot elevation are as follows: A) From south end of wall going north, verticals were at 11", 19", 26", 35", 43", and 58". Beyond 58" verticals were 48" on center to the north end. Between the 11"to 58"vertical indications, horizontals every joint. Beyond 58", horizontals were at 4' and 8'. All grout filled. B) 10" On center verticals (reinforcement). 1' On center horizontals (reinforcement). All grout filled. C) 2" On center verticals. 4' And 8' horizontals. Verticals each side of window and top of window. .. All grout filled and verified by means of drilling a '/" hole into wall. • - D) 2' On center verticals. 4' And 8' horizontals Verticals each side of window and top of window. _ All grout filled. - E) 2' On center verticals. - 4' And 8' horizontals. All grout filled. F) About 1' On center verticals. 4' And 8' horizontals. Verticals each side of window and horizontal above window. All grout filled. 01.25-13 fr 897(M0-TO)doc January 31.2013 T1307800 Inspection date:January 25,2013 Page 2 of 2 G) About 1' On center verticals. Horizontals 1' on center. All grout filled. H) 2' On center verticals. 4' And 8' horizontals. Verticals each side of window and horizontal above window. All grout filled. I) 2' On center verticals. 4' And 8' horizontals. North end to south, 1' from end the next 2' is ungrouted (hollow in this section). From 4' down hollow (no grout) in this section also. Between 4' and 8' horizontally grout filled. Verified by means of drilling with %" drill bit. J) From door to corner, verticals at 3", 8 '/�", 27", 33", 38 W, 51 '/z", 24", 81". 4' And 8' horizontals, also over doorway. Grout filled and verified by means of drilling. K) 4' On center verticals. 4' And 8' horizontals. Grout filled. See attached drawing for locations. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. Under all circumstances, the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLS N TESTING, INC. • Ja H thaway -5s-roject Manager MO/TN/ck - Attachment cc: Tualatin Valley Fire & Rescue —Siobhan Kirk Siobhan.kirk @tvfr.com Tualatin Valley Fire & Rescue—Greg Perry Gregory.perry @tvfr.com 01-25-13 fr 897(MO-TO)doc 1 . / I • g gg 1 • 8 S • I, • 1/ , i it sr . •••r••■•••ft, .6•111.1 in ay.., Ga•ig• s J Ati , t* rl .....0a1••■••• , t ‘4Z ' •'• rim- ‘"., ,, .. , ..'".. --\ Z';°'54-,<, .. Sr SSMICA k,.. "" VI 10• ' ,1,-,".7;:i:it/;i1. 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GL LM.. vy. ,.." 0'71 t 41.1avt, . ----,-.......- FOUNDATION PLAN ' • --• ....n. •■•+Won,- Cr ..-:, .or.1.4- ‘.11-.,..11?*1--,Pir'',",taz.t-, WA-1:k- '' • nif!"(1. 1-e.ifitirftr.e4 ''`'." . t - -- Malfal t•S I.1.--, • • r *' Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Eugene Office (541)345-0289 � Testing, Inc. Salem Office (503)589-1252 Tigard Office (503)684-3460 • • REPORT OF GROUTED BRICK PRISM TEST SPECIMENS Test Method: ASTM C1314 Date Molded: 01/29/2013 Job Number: T1307800. Permit#: N/A Client TUALATIN VALLEY FIRE & RESCUE - SIOBHAN KIRK Project: TUALATIN VALLEY FIRE & RESCUE STATION 51 - CMU INVESTIGATION Address: 8935 SW BURNHAM RD TIGARD OR Jurisdiction: X Contractor: Subcontractor: X Concrete Supplier: X Cast By: CLIENT REP Truck#: Ticket#: Weather: Cu Yds: Load #: • Temp High: Temp Low: Location of Placement: LOCATION A CUT ON 01/25/2013 I Grout Strength Requirement: psi f g @ Test Time: Grout Temp: rPrism Strength Requirement: psi f'm @ Slump: Grout Type: Grout Mix ID: Type of Mortar: Masonry Unit Type: Register Number: 108530 Lab Location: TIGARD Prism Test @ Date Width Height Length Net Area Max Load St th r hp/tp hp/tp Net Str. Break ren No. Days Tested (in.) (in.) (in.) (in ) (lb.) ren Ratio CF (Psi) Type A 01/29/2013 5.55 15.90 11.65 69.66 278800 431: 2.86 1.072 4620 3 I Compressive Strength of Masonry: f nn psi El Distribute attachments. Please see reverse side for additional information. +. O� Bend Office (541)330-9155 • Geotechnical Office (503)601-8250 tiG Eugene Office (541)345-0289 . Salem Office (503)589-1252 Carlson Testing, Inc. Tigard Office (503)684-3460 • REPORT OF GROUTED BLOCK PRISM TEST SPECIMENS Test Method: ASTM 01314 Date Molded: 01/29/2013 Job Number: T1307800. Permit#: N/A Client TUALATIN VALLEY FIRE & RESCUE - SIOBHAN KIRK Project: TUALATIN VALLEY FIRE & RESCUE STATION 51 - CMU INVESTIGATION Address: 8935 SW BURNHAM RD TIGARD OR Jurisdiction: X Contractor: Subcontractor: X Concrete Supplier: X Cast By: CLIENT REP Truck#: Ticket#: Weather: Cu Yds: Load #: Temp High: Temp Low: Location of Placement: LOCATION I.2 CUT ON 01/25/2013 Grout Strength Requirement: psi fg @ Test Time: Grout Temp: Prism Strength Requirement: psi fm @ Slump: Grout Type: Grout Mix ID: Type of Mortar: Masonry Unit Type: 1 Register Number: 108529 Lab Location: TIGARD Prism Test @ Date Width Ileight Length Net Area Max Load Net Str gthr hp/tp hp/tp Net St r. Break No. Days Tested (in.) (in.) (in.) (in ) (lb.) n(psi) Ratio CF et St Type A 01/29/2013 7.65 16.15 9.60 73.44 143900 1959 2.11 1.008 1970 1 Compressive Strength of Masonry: fm psi Distribute attachments. Please see reverse side for additional information.