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Plans /hsT)`L-- `5-7 JZ) st-v l2`vri/twoc/ C\v____i em-. MO TAJDAR JOB Cr t ks rcA • STRUCTURAL ENGINEER DATE —7 _ . S_ L 2.- 503-649-9645 503-649-9645 SHEET�_OF n., ; -C- c, Ft -c=rc, \ e_o G i v 0,7-'\. 3 (. h-e_- _(.ru-D 34, s 0,7 3 k( —&-e_ �-e Q--Q T c\-P n-.e j ! ©0 c • An C, (-(J/%'v 1-7 j ma_ae crho u r" 4,-- /Pao, ' 7—,a %l/J/ .C- /I� 1���` ��i %�l.iJ Gj c� ��' 7�,0 wfilet '774 e---/f2g / ,,. / 6: / ,,,, ,�,U C T LT R, „�. 0.,(c(} PROFFNNNNs i Z� cc 18,724 r" / 1 - -- OREGON cr Qy-q✓��Y 16 1t34°, ....§)Q" i CAR -e, , SE`( -C) RENEWAL- 6/30/20(4 ._ _) \ 0r S , I ? ,n uieW „ / /, / / ,- Z ' /6 ' z) MO TAJDAR JOB G STRUCTURAL ENGINEER DATE 7 _ / 6 —/ y . 503-649-9645 SHEET SOF V///s<0 t �j //SS S��tia PRO Fes, co N4G�N EE9 °If" 18,724 ,\ , („ ROREGON v01), 16 \CA '? 24Z 75 S4, .6r E`1'�G. .w 7 5 0\ c �` a " C-0\ \\r ol 237 O \ tel ^ \-2-3� ' � � g •g5 � '7 , °( Uv g — 273-` ° ° -- ��� " v Lt 2--- /o2 t4. r) SDSZ,� , iia _ so a-v\ J-�i 0 M ef-?--erry- , -D r4 0 \c, 1- -1'' -'''_ 1 n� •-. 11(D/\/ (-17L.2ZA2 #p '0- i' -dam yJJ,,,-, _ikvi,/ ,%5 ___,,,c-.7 • Z - /7 () Cp Yom ,,,,, 0.,,"^ \),..)...,. ).4.- \ icy) & .,-, 1 I' ' � / /, . � (6"411S 1xr) , 1ldN1 ` 51 x . .-) ). - i L________________i\ , / 1.. .i (----- „ :.:7, ...,„ 4)1 �c L,6` 9 l 4)�t b a NO93d ,ac'aL , 4 467/ 49" 3N‘04 , 9” 3 N 10��, � , , .3J0 EId 0� ‘,:-,D � Sv,l t --4.-3_, ( c '''.-1 4P,d47 7/a/c's1) •fey 41-1. - ils L-,n-A (:::Q % ._- ic) . AO L .123HS Sb96-6I'9-£05 - s/-G aiva 9ufaam3u3 DKI1 [1SNIOD y -)_Jn r ITOt UVUSVI Ohl - Main Wind Force Resisting System—Method 1 h._60 ft. si- Figure 6-2 Design Wind Pressures Enclosed Buildings L Walls & Roofs • 0 0 0 iii i� ��� 41:.:: i 0 OS ii .0"(47:40. 4#:: P)r 411411.1.111.1''.,z,..s.x..,,k,,.,. ..,„...%,.\.t._':‘\\'\\ Comer Transverse �0 �f1�" \\\\N,N.I 14 4Lfr .N..:1/4, S 0° 16eCln Ce thr Longitudinal Notes: . 1. Pressures shown are applied to the horizontal and vertical projections,for exposure B,at h=30 ft(9.1m),1=1.0,and K„=1.0. Adjust to other conditions using Equation 6-1. 2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner.(See Figure 6-10) 3. For the design of the longitudinal MWFRS use 0=0°,and locate the zone E/F,Gill boundary at the mid-length of the building. q 4. Load cases 1 and 2 must be checked.for 25°<0_.45°. Load case 2 at 25°is provided only for interpolation between 25°to 30°. ' -- 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces,respectively. 6. For roof slopes other than those shown,linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps=0 in zones B&D. 8. The zone pressures represent the following: Horizontal pressure zones—Sum of the windward and leeward net(sum of internal and external)pressures on vertical projection of: A- End zone of wall C- Interior zone of wall B- End zone of roof D- Interior zone of roof Vertical pressure zones—Net(sum of internal and external)pressures on horizontal projection of: E- End zone of windward roof G- Interior zone of windward roof F- End zone of leeward roof H- Interior zone of leeward roof T 9. Where zone E or G falls on a roof overhang on the windward side of the building,use Eoff and Golf for the pressure on the horizontal 4 projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 10. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension 10-4 or 3 ft(0.9 m). i,., h: Mean roof height,in feet(meters),except that cave height shall be used for roof angles<100. 0: Angle of plane of roof from horizontal,in degrees. e , E.n Loads for Buildings and Other Structures �,437 ..410411.,, Main Wind Force Resisting System-Method 1 h 5 60 . ft_ ,',131Pig Figure 6-2(cont,d) Design Wind Pressures _ Walls & Roofs Enclosed Buildings ,,,,,..,411',•f, ..:. •,,,,$:-9, 4401010". Simplified Design Wind Pressure, ps3o(psf) (Exposure Bath=30 ft.,Kn=1.0, with I=1.0) .-3,14,40t Zones f-ifIlk,q,r,,, co Basic Wind Roof cv 0 Horizontal Pressures Vertical Pressures Overhangs Speed Angle (mph) (degrees) --1 A B C D E F G H Ecu 3Gai liq 0 to 5° 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 ..,•._11,1!1,11,.4';'," '''-'•''',l1111141,,',,', 10° 1 12.9 -5,4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1 *41104,1.,•i' 15° 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 " -0_4 -6.9 -1*--.9 -15-1 :Ali ilr'e. 85 20° 1 iff -4.2 10.6 -2.3 -1339 -9.6 -96 -7.3zi-',' -W' .1" -15.1 -d,111110i". 25° 1 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 i -11.9 -10.1 ----"14',I.,•J 2 -2.4 -4.7 -0.7 -3.0 ' - 30 to 45 1 - 12.9 8.8 10.2 7.0 1.0 -7.8 0.3 -6.7 -4.5 -5.2 ,•.-PlillAliii,-. 4.5 -t 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 -4.5 -t2 '",,,,I,:1,111ril ZIllatit L .,.-:,,,,i ,.„, „,%.7 8.5 ,,f":.1,,,,,,)_..k 4 -14,A',..-.IA ,,,„_II??. -_,- - -I.&, • 1: .,. ''. ,0 9 6 -,,.'"f,-'"`''" - -,--4 -494 - 1,[:',--r -7.'1'2' -- ;X:9 'MP .'kf,i,ilipli$r I . 4 103 Xi 7;J:--. -'4, IlL', -1:41.1.1tinriAlliti1 . , '24'gilliii,' :- liiiii,ik --''''r" ''.'7-.'. -i' '' --:Ii.7 119 -I , -,,F.7,1 -7:11 -ii,,ii 4,:i =it:. -4j,',-.1: , 10.1il';'.' - 25° 1' 16.1 2.6 11.7 Y -7.2 -":"'"':" - , -7.8 -13.3 -1t4 ..., -;-_-',,l41t;,) • .,.. .,._ 0__ 6it . 1cl- i ' - - 14.4 9.9 11.5 7.9 1.1 -8:8 0.4 -7.5 -5.1 -5.8 .. 144 --`•=it'llY.1.111' :ifyll11, 6'1'11P)r\''' ., • • , I- 9.9 11.5 7.9 5.6 -4.3 4.8 -3.1 -5.1 - -6.8 ... .... • '' -'i77p i:-. -l'.1' 15.9 4i2 ' 1j),5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 1! fl, 173 -74 113 -4.3 -19.1 -11.6 -133 -83 -26.7 29.,., - A•0 r i-° ' 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 - .41111ql ?) 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 25° 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7 -16.5 -1446' --.11lf,d,k .141'il'' 2 ------ , -3.4 -6.6 -0.9 -4.2 30 to 45 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -6.3 -7.2 2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 -6.3 -7.2 0 to 5° 1 17.5 -9.0 11.6 -5.4 -21.1 -11.9 -14.7 -9.3 -29.4 -23.0 10° 1 19.7 -8.2 13.1 -4.7 -21.1 -12.8 -14.7 -9.8 -29.4 -23.0 15° 1 21.9 -7.3 14.7 -4.2 -21.1 -13.7 -14.7 -10.5 -29.4 -23.0 20° 1 24.3 -8.4 16.1 -3.5 -21.1 . -14.7 -14.7 , -11.1 -29.4 -23.0 -"`•1•111,,ill' 25° 1 21.9 3.5 15.9 3.5 -9.7 -13.2 -7.1 -10.7 -18.2 -15.4 2 --- -3.7 -7.3 -1.0 -4.6 --:,111illifill 30 to 45 1 19.6 13.5 15.7 10.8 1'.5 -11.9 0.6 -10.3 -6.9 -7.9 -fl]fill ")-'10illti 2 19.6 13.5 15.7 10.8 7.6 -5.8 6.5 -4.2 -6,9 -7.9 ...1!:',1•11',,,-, 7 - , -, - - _,- ---,.$1,,,,,,.,1, ---- - -...,;-:::,-:_-_ 1,- --,,-- - ..--, , .,. ,.,..7 f-,,,,,,,„. ,_, #._.,_.z.,,:,, ,, "..,, -2),.6 ,,,,t- A !, „, ,,.s":-.A 11;,.' ,..i:,..,L.6 -.!--,11,.. ' .. ,"-, 1 ••••• •-- .,,,,if.s7. 20° 1 *-1',$. 41 ;,,,,1 ;T .7 - : :. .74.i -,w , ,',A,,O. -f?..2 .1.11 f.Pf.illh',',1 25° 1 24.1 ir""7,'''''' 17.4 4--,:'-:--q. -,i,--, , ---.. -11.7 ' " ,tr,y,i'v,• . 1 2 ,. -4.1 ..1,1 -5.1 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 " ii:t -11.3 -7.6 -8.7 -"'"•-lo,r,',,,,, 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 0 to 5° 1 . -11.9 16.1 -7.0 44 -15.6 -19.1 -12.1 -38.4 -30.1 -,•.;',1",4'''.; •10° 1 - --- :10 . 1,-.1 -6.2 - ....4 -16.8 -19.1 -12.9 -38.4 -30.1 •• -.-- ".;;?:,,:•''• 15° 1 , 7 -g' ;''-' 19.1 -5.4 -114 -17.9 -19.1 -13.7 -38.4 -30.1 . ,._.,.. . 20° 1 3f.6 -...---• 21.1 -4.6 4 A -19.1 -19.1 -14.5 -38.4 -30.1 120 " ".'''; -,,,,•-`' =''' 25° 1 28.6 4.6 20.7 4.7 -1z.7 -17.3 -9.2 -13.9 -23.7 -20.2 ..,,.. ,,. .. 2' ----- -4.8 -9.4 -1. -6.0 i 30 to-45 .. 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3 i',',L •:, •1,'',,„•,,,, 2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 -10.3 ..„ .. Unit Conversions-1.0 ft=0.3048 m; 1.0 psf =0.0479 liNim 2 [ . , .'l 38 ASCE 7-05 . L,,,,,,.,_ ,, SIMPSON — ' r'''-'t-----i---.1 E EAPPLICATION Matrix il.ik.-tol.:16;7.-i.,:::_!!:":-:i,*:-- f _ _ � zc � <=-r`'�6 "'� 5 • Product AT SET ET Titers HD Wedge-All ,,: _. ' '. c,max sa . _ Hollowt . - . -es t mos or' •u.. t t Y i6 � o h Yes Yes� Tem.erlg,, .� t -, Yes ; Yes' .Yes - Yes Yes' code Rede n 9 olt 1C80 , Yes Yes Yes Yes Yes` Ci ofi/ICCLos Angeles Yes Yes Yes Yes Yes Florida Yes Yes Yes Yes Yes ANSI NSF 61 Yes Yes No n/a n/a DO110 Various Various Various No Various Installation Condition Core-Drilled Holes No Yes' Yes4 Yes4 Yes4 Oversized Holes Yes6 Yes6 Yes6 No No Dam. Holes Yes Yes Yes No Yes7 Wet Holes Yes Yes No No Yes7 Submersed Holes Yese Yes Yes8 No Yes7 Green Concrete Yes9 Yes9 Yes9 Yes9 Yes9 Notes: 4. The diameter of the diamond core bit 6. SET and ET adhesives can be 9.Concrete is considered green if it • 1.The base materials listed may not corresponds to the recommended car- installed in holes drilled with carbide has cured less than 28 days. reflect those listed in current code bide tipped drill bit listed in the load tipped drill bits up to 150.%of the Anchors should not be installed reports.Where code jurisdictions tables of the Simpson Anchor Systems recommended drill bit diameter with in concrete which is less than 7 apply,consult the current code Catalog.Refer to the catalog for addi- no reduction.Refer to the Simpson days old. Refer to the current reports for applicable load values. tional information. Anchor Systems Catalog for addi- Simpson Strong-Tie Anchor 2.The use of a screen tube is required5. The recommended hole size for AT is tional information. Systems Catalog or our website for this adhesive to be used in hollow 1/16"larger than the insert diameter. 7 Stainless Steel is recommended for for possible load reductions and base materials. Refer to the There is no load adjustment required additional corrosion resistance. additional information. Simpson Anchor Systems Catalog for when the hole is oversized to 1/8" 8. A load adjustment factor of 0.60 is 10.Refer to website for a complete screen tubes and additional informa- larger than the insert diameter for required to be applied to the allow- fist of DOT approvals. lion. insert diameters from 3/8"to 7/8". able load values based on bond 3. On-site testing of installations in When a 1"diameter insert is used in a strength.Refer to the Simpson See reverse side fur brick base materials is recommend- 1 1/8"diameter hole,there is a load Anchor Systems Catalog for addi- ed to determine allowable loads. adjustment of 0.75.Refer to the tional information. Quick Design Chart Simpson Anchor Systems Catalog for additional information. SiRONG-BOLT "CRACKED CONCRETE" ANCHOR Changes Have Arrived in the Anchor IndustryThis Quick Design Chart is available in P r Changes to the 2003 International Building Code(I.B,C.)have 8 1/2"x 11"size imprinted on durable styrene 'r created the need for post-installed anchors that perform in for long lasting reference.Circle response '.04,1 cracked concrete.These anchors are designed to function in the event that the concrete base material cracks right through Circle Response#110 .. : the location where the anchor is installed. �- Strong-Bolt"Cracked Concrete"Wedge Anchor SIMPSON 17 ' The Strong-Bolt is our first product for cracked concrete t anchorage.It looks and installs like a standard wedge anchor, 1E yet performs very differently.These performance differences 1„ '{ `EIF t ` '411''''''' ,' allow it to perform in cracked concrete and meet the require- A"S' .-.>_` —$,. - d ments of the new building code. IN THE SPECS-ON THE JOB-AT YOUR SERVICE" SIMPSON STRONG-TIE COMPANY, INC. vvww.simpsonanchors.com SIMPSON `- £� , t 1 QUICkDesign Chart t w Acrylic-Tie'(AT) ADHESIVES &MECHANICAL ANCHORS Allowable Loads,2.34 Rod 2000 psi Normal Weight Concrete Rebar 4000 psi Normal Weight 7ncrete, Diameter Size (1n) Embed.Depth(in.)I Tension(lbs.) I Shear(lbs.) ND Embed.Depth(in.)I Tension(lbs.) Shear(lbs.) { -'- 4 1 E 1 s 1 ` tri _ S -- 4 79,5._ 2506 , - 4780 - '� - 1' 9 3/8 " 7 920 3 925 :"9 '" 7 030 3 940 3/4 111/4 10,595 5,090 6 111/4 9,500 5,830 7/8 13 1/8 13,785 7 720 MEI 13 1/8 12 720 8 165 i k4' 1 15 20630 8,465 8 15 20150 8360 I::"^-_` ." 1 1/4 ' 18 3/4 31,625 16,440 9 16 7/8 24 025 10 183/4 31,010 - �� 41 515 SET'Epoxy (SET) Rod 2000 psi Normal Weight Concrete Rebar 4000 psi Normal Weight Concrete Allowable Loads 1 2,3,4 Diameter Size (jn) Embed.Depth in)I Tension(lbs.) I Shear(lbs.) No. Embed.Depth(m)I Tension(lbs.) Shear(lbs.) k 4.X .y 6 4 649 2 780 i"' := 62500 6 060 ,- 5/5 93/8 8 350 4 875 6 6 3/4 10125 8 300 3/4 11 1/4 11 910 6110 ® 7 3/4 11 940 11,755 1 �.. 5 7/8 13 1/8 16 670 8 385 8 9 13 420 14 720 5, 1 15 20,600 12 545 9 10 1/8 13,420 14,720 1/4 18 3/4 30,670 16,595 10 11 1/8 19,000 16,460 } r, t_, �_... ., w ._., 21 875 20,350.., Epoxy Tie(ET) Rod 2000 psi Normal Weight Concrete Rebar 4000 psi Normal Weight Concrete Allowable Loads '.z.3 4 Diameter Size (in) Embed.Depth(in.) Tension(lbs.) Shear(lbs.) No. Embed.Depth`(in.) Tension(lbs.) Shear(lbs.) 4 4'rZ4' 4406 3,090 r. 3/8 3112 21'95 `{ , =�� y� � ,.,�7 r- Wit. 1/2 41/4 3,840 2820 5 5 6,355 5 230 5/8 5 5,720 4,890 6 6 3/4 10,455`" 7,535 I. 3/4 6 3/4 8,865 6,925 7 7 3/4 12,560 9,960 7/8 7 3/4 10,900 6,925 8 9 15,035 13,270 ' 1 9 11,835 13,490 9 9 15,035 15,955 1 1/4 11 1/4 19,685 16 145 10 11 114 17 670 20 695 11 12 3/8 19,605 24,015 a -51*, W ° - ,. ._... .,.. ' 14 153/4 22,880 24,015 Titen HD- Size psi Normal Weight Concrete 4000psi Normal Weight Concrete Allowable Loads 1 3,4 Size Size g (n•) Embed.Depth'(in) Tension(lbs.) Shear(lbs) (in) Embed.Depth(m)I Tension(lbs.) I Shear(lbs.) 318 2-34" 1,075 ` 5 } -5.7417';_‘ 304 = ". 1 1140 ' '- 378 33/4 1,770 1,595 .3/8 " 33/4 2,455' 1,740 ,' 1/2 3 5/8 1,855 2,330 1/2 3 5/8 2,685 3,255 , , '_6 1/2 5 3/4 2,570 2,830 1/2 5 3/4- , 3 910 3,255 5/8 4 1/8 2,185 2,175; 5/8, 41/8 3,070 -�1' 4,650} 5/8 5 3/4 3,240 3,125 5/8 5 3/4 4,670 4,650 3/4 4 5/8 2,585 2,805 3/4 4 5/8 4,355 6,170 k e 3/4 5 3/4 3,440 4,950 3/4 5 3/4 4,670 6,170 • Wedge-All Size 2000 psi Normal Weight Concrete Size 4000 psi Normal Weight Concrete Allowable Loads 1 3.4,5 (in.) Embed.Depth(in.) Tension(lbs.) Shear(lbs.) (in.) Embed.Depth'(in.) Tension(lbs.) I Shear(lbs.) 14 2.--,.. 480 : 214 580 230 1 3/8 3 3/8 920 1-066---;',3--;.°-,Z:-.9/6"- 3 078 "� , , .-__ 1360 1,055 1/`2 41/2 1,740 1`675 ' 1/2 41/2 2,960 2,020 "'. 5/8 51/2 2,050 2,330 5/8 51/2 3,930 3145 ' 3/4 6 3/4 2,510 4,6103/4 6 3/4 4,250 4,610 =r� 7/8 7 7/8 4,260 5,575 7/8 7 7/8 5,080 5,575 v 1 9 5,190 6,345 1 9 7,520 6,345 11/4 91/2 5,040 7,330 11/4 9112 12,230 7,330 11/2 91/2 5,040 7,330 11/2 91/2 12,230 7,330 Notes: 1,Refer to Simpson Strong-Tie Anchor 2.Allowable loads are based on 3,Refer to Simpson Anchor Systems catalog 5.Refer to Simpson Anchor Systems Systems Catalog for additional in for- adhesive bond strength or concrete for load values in other base materials, catalog for load values for stain- mation on load adjustment factors strength. Refer to current catalog 4.Refer to Simpson Anchor Systems catalog less steel Wedge-All anchors. due to spacing,edge distance and for steel strengths. for additional load values at other embed- elevated in-service temperaturesment depths,