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'' .. • • X / / _j :. 4 f / t- I 1 ...., ir . ,•. _______ -,• -J,- -- 1 II - PI 11 . 11 1 1 ),, ---- pi II / 1 -I , s t i 1. • iz - i I • 1 \ / , 4; ns :•••• , • ,, --- ;56 4 11 ,....1„,,,..„,:;,:.,_,,...,. 4 ie, A ll • lizR I 1 1 ; I: OBP 1 - BUILDING 10 'ilLi TRUE DODD, DEDCI : Oa 7 49 i , .._1_ , _ _•,: _, - .1 — ED • ■lb. . 1 1 —ir ' t 11 Exterior Upgrades WILLAMETTE GLASS, INC. GROQP NC Co I I? Fi 16600 S.W. 72nd Avenue 11....., t‘,...........B Portland, OR. ,,,, ...,", 01-,....1 (......... ........ Om. - zi ram v.0 114.4011e. tctflrntC 01 1. CA.. late, 00 s...0.40 yr,. GIMP ro lOMOrIEN 0. „,rxrevrt 0?.0. Aar nkm, 00 ant, men kle.t1:11,1.1 4...5 P. raw • • . '• • •• . . • . • • • . • . • rr r. r■ ri rr, I \ P\ / ; 1 / \ r l 1/ 11 \ ' I \.1 jt L 11 10 3 fp .60361XliMOM "4:4X : 51MiraMiSfleir rk 1 / ' 11 [ r 1 4 1 1 OBP 1 - BUILDING 10 Exterior Upgrades 16600 S.W. 72nd Avenue Portland. OR, WILLAMETTE GLASS, INC Commetrial am an d Mold Mrig :97Ji 11:11. • HORIZONTAL WIND LOAD DEFLECTION OF FRAMING MEMBERS The deflection of curtainwall and storefront framing members, A, is typically limited to the overall • span L (inches) divided by 175. When it becomes difficult to meet this criteria through conventional means, or if it becomes costly to meet this criteria because of the need for additional reinforcing, then the deflection of the overall span may exceed L Section 2403.3 Of the International Building Code states, To be considered firmly supported, the framing members for each individual pane of glass shall be designed so the deflection of the edge of the glass perpendicular to the glass pane shall not exceed L./1 75 of the glass edge length or %" (19.1 mm), whichever is less, when subjected to the larger of the positive or negative load where loads are combined as specified in Section 1605." • The purpose of this deflection limitation is to keep the curvature of the edges of glass panels within limits that coincide with predictable glass behavior. It is very common for a window frame to be made up of several lites of glass over the height of the window mullions, separated by horizontal muntins framed into the mullions. In this scenario, the overall deflection of the mullions could be greater than L o /175, but still not exceed L { or 3 /4", for the edges of the lites. Obviously, in the case where there is a single lite over the mullion span, the overall mullion span would need to meet these criteria. It is•a common misconception that the overall span of a'window mullion cannot exceed this L or %" criteria. This is generally the criteria specified by many manufacturers and designers, which is partly why this misconception is so common. ASTM E 1300 is a standard used to determine maximum uniform pressures and deflections on glass panes with various support conditions (this standard is referenced in OSSC 2404.1). The use of this standard is subjected to a list of assumed conditions, one of these being 5.2.4; which states: "The glass • edge support system is sufficiently stiff to limit lateral deflection of the supported glass edges to no more than 0175 of their lengths." The mullion's overall deflection does not affect the performance of glass panels evaluated under E 1300, as long as 2403.3 is satisfied. In cases where the overall mullion deflection A does exceed L i ,,, /175, a more accurate loading and deflection diagram will be generated for the mullion; and from this, the relative deflection over the Length of the most critical glass panel(s) will be determined. In many cases, L{,deel for the most critical pane is much less than L and in these instances, the glass edge deflection will be noted as acceptable by inspection. Other conditions will also be evaluated as necessary, such as overall stability in the window frames due to deflection, and proximity of window frames to adjacent building components. • Project job no. - James G. Pierson, Inc. Location Consulting Structural Engineers . Date • 320 S.W. Stark, Suite 535 Portland, Oregon 97204 cunt ,,,. 12 Te1 : (503) 226 -1286 Fax: (503) 226-3130 James G. Pierson, Inc. JOB TITLE 320 SW Stark, Suite 535 • Portland, Oregon 97204 JOB NO. SHEET NO. 503 226 - 1286 CALCULATED BY DATE CHECKED BY DATE V. Wind Loads - Components & Cladding: Buildings 11560' & Altemate design 60' <h <90' Kz = Rh (case 1) = 0.76 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 14.8 psf a = 5.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 0.0 deg Type of roof = Monoslope Roof GCp +/- GCoi Surface Pressure (psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone 1 -1.18 -1.11 -1.08 -17 psf' -16 psf -16 psf -17 psf -16 psf Negative Zone 2 -1.98 -1.49 -1.28 -29 psf -22 psf -19 psf -26 psf -21 psf Negative Zone 3 -2.98 -1.79 -1.28 -44 psf -26 psf -19 psf -36 psf -23 psf Positive All Zones 0.48 0.41 0.38 10 psf 10 psf 10 psf 10 psf 10 psf Overhang Zone 1 &2 -1.70 -1.63 -1.60 -25 psf -24 psf -24 psf -25 psf -24 psf Overhang Zone 3 -2.80 -1.40 - 0.80 -41 psf -21 psf -12 psf -32 psf -16 psf Walls GCp +/- GC i Surface Pressure (psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 0 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -17.3 psf -14.9 psf -13.3 psf -17.3 psf -14.2 psf Negative Zone 5 -1.44 -1.12 -0.90 -21.3 psf -16.6 psf -13.3 psf -21.3 psf -15.2 psf Positive Zone 4 & 5 1.08 0.92 0.81 16.0 psf 13.6 psf 12.0 psf 16.0 psf 12.9 psf Note: GCp reduced by 10% due to roof angle <= 10 deg. Parapet. qp = 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A : Interior zone : 0.0 psf 0.0 psf 0.0 psf CASE A = pressure towards building Comer zone : 0.0 psf 0.0 psf 0.0 psf . CASE B = pressure away from building CASE B : Interior zone : 0.0 psf 0.0 psf 0.0 psf Comer zone : 0.0 psf 0.0 psf 0.0 psf a 2a 2a a Q� C� 4 - 1 C © N! - -1 i Q Q o o i o r" 5 - - -i � a O\ O 1 L_ co l © 0 ( Z} t C © j U 0 WALL ' Re 0 5 10 degrees and Monoslope roofs � °/ Monoslope 5 3 degrees 3° <0 5 10° 2a a a C a a a aa� / a ~~�� 4 a \\ 07 --I ► I I I \ - N / I 1 1 1 � � � N/I Q I(;) a o 0 0 o 0 04i o is ©� © M 1 1 1 1 1 1 �' - -� 1 i 1 1 I , I 1 I i i I /6� csi RN 14 Monoslope roofs 10° < 0 5 30° 0 > 10 degrees 0> 10 degrees VERTICAL MULLION REINFORCING VERIFICATION • Mullion'. l3 16 Zone `.,.. Sx (in'). mph, Exposure B, I = 1.00 A Ext. Vert. 3.00 1.34 Zone 4 Wind Pressure: 17.3 psf 4011P5(9°..7. ! B Ext. Jamb 2.592 1.152 Zone 5 Wind Pressure: 21.3 psf James G. Pierson, inc. C Ext. Door Jamb 2.808 1.248 3 D Ext. Wide Jamb 4.99 1.557 21 wl F 6 E Int. Jamb 2.308 1.026 N07NEv? F , Int. Door Jamb 2.523 1.121 I r 9 'd = 640000 G t Span Length Trib. Width Wind. Press Wind Load Mullion I 'R 'd f teinf Wind I4itn Allow, (ip) „ Comments on Reinforcement • Windows (in) , (In) (psf),: (Jilin) .Type •(1n4) < ; (psi) r Required Design.(�bs) .. , 2A -A 54.875 32.8125 • 21.3 4.85 A 0.183 1,363 No 133 0.31 2A -B 54.875 17.40625 21.3 2.57 B 0.097 841 No 71 0.31 2B -A 54.8125 33.1875 21.3 4.91 A 0.184 1,376 No 135 0.31 2B -B 54.8125 17.59375 21.3 2.60 B 0.098 848 No 71 0.31 1 2C -A 54.9375 33.1875 21.3 4.91 A 0.185 1,382 No 135 0.31 t 2C -B 54.9375 17.59375 21.3 2.60 B 0.098 852 No 71 N 1A -A 86.75 33.25 21.3 4.92 A 0.732 3,453 No 213 0.50 1A -B 86.75 17.625 21.3 2.61 B 0.388 2,129 No 113 0.50 1B -A 86.375 33.1875 21.3 4.91 A 0.721 3,416 No 212 0.49 1B -B 86.375 17.59375 21.3 2.60 B 0.382 2,107 No 112 0.49 2D -A 55 41.1875 21.3 6.09 A 0.231 1,719 No 168 0.31 2D -B 55 21.59375 21.3 3.19 B 0.121 1,048 No 88 0.31 N 2E -A 54.875 41.125 21.3 6.08 A 0.229 1,709 No 167 0.31 2E -B 54.875 21.5625 21.3 3.19 B 0.120 1,042 No 88 0.31 I; 1C -A 87.0625 41.1875 21.3 6.09 A 0.916 4,308 No 265 0.50 co 1C-B 87.0625 21.59375 21.3 3.19 B 0.480 2,627 No 139 0.50 1D-A 87 41.1875 21.3 6.09 A 0.914 4,302 No 265 0.50 1D -B 87 21.59375 21.3 3.19 B 0.479 2,623 No 139 0.50 2F -A 54.8125 41 21.3 6.06 A 0.228 1,700 No 166 0.31 2F -B 54.8125 21.5 21.3 3.18 B 0.119 1,037 No 87 0.31 2G -A 55 41.1875 21.3 6.09 A 0.231 1,719 No 168 0.31 M 2G -B 55 21.59375 21.3 3.19 B 0.121 1,048 No 88 0.31 w 1E-A 86.8125 41.1875 21.3 6.09 A 0.908 4,283 No 264 0.50 t 1E-B 86.8125 21.59375 21.3 3.19 B 0.476 2,612 No 139 0.50 co 1F-A 96.5 43.25 21.3 6.40 A 1.310 5,557 No 309 0.55 1F-B 96.5 46 21.3 6.80 C 1.393 6,346 No 328 0.55 1F-C 96.5 27 21.3 3.99 A 0.818 3,469 No 193 0.55 1F-D 96.5 19.75 21.3 2.92 D 0.598 2,184 No 141 0.55 C)) - 2H -A 54.875 41.1875 21.3 6.09 •A • 0.229 1,711 No 167 0.31 t 2H -B 54.875 21.59375 21.3 3.19 B 0.120 1,044 No 88 0.31 2J -A 55.0625 41.1875 21.3 6.09 A 0.232 1,723 No 168 0.31 w 2J -B 55.0625 21.59375 21.3 3.19 B 0.122 1,051 No 88 0.31 a> t 1G -A 87.125 41.125 21.3 6.08 A 0.917 4,307 No 265 0.50 co 1G -B 87.125 21.5625 21.3 3.19 B 0.481 2,627 No 139 0.50 1H -A 86.9375 41.125 21.3 6.08 A 0.911 4,289 No 264 0.50 1H -B 86.9375 21.5625 21.3 3.19 B 0.478 2,616 No 139 0.50 2K -A 55 33.25 21.3 4.92 A 0.186 1,388 No 135 0.31 2K -B 55 17.625 21.3 2.61 B 0.099 856 No 72 0.31 2L -A 54.875 33.1875 21.3 4.91 A 0.185 1,379 No 135 0.31 to 2L -B 54.875 17.59375 21.3 2.60 B 0.098 850 No 71 0.31 ; 2M -A 54.75 32.8125 21.3 4.85 A 0.182 1,357 No 133 0.31 r 2M -B 54.75 17.40625 21.3 2.57 B 0.096 837 No 70 0.31 1J -A 86 33.25 21.3 4.92 A 0.713 3,393 No 211 0.49 1J -B 86 17.625 21.3 2.61 B 0.378 2,092 No 112 0.49 1K-A 86.9375 33.375 21.3 4.94 A 0.739 3,481 No 215 0.50 1K -B 86.9375 17.6875 21.3 2.62 B 0.392 2,146 No 114 0.50 1L -A 96.5 31.0625 5 1.08 E 0.221 1,224 No 222 0.55 N 1L-B 96.5 78.375 5 2.72 F 0.557 2,826 No 559 0.55 m 1L -C 96.5 12.0625 5 0.42 E 0.086 475 No 86 0.55 a) 1M -A 119.375 47.3125 21.3 7.00 A 2.713 9,303 No 418 0.68 1M -B 119.375 24.65625 21.3 3.65 B 1.414 5,639 No 218 0.68 559 Story Drift Calculations For Windows per ASCE 7- 0513.9.5 • D based on (information provided or calculated) Expected Drift ' .Story Height'_ Side Clearance C� Head:. Clearance: C2• Glass Width,b aear 'Glass Height hP D ; ,;Dp ,,' Window Ddear>Dp? (in) (in) . (in):': (in (in) On (in) (in) 2A -1 3 168 0.3125 0.5 31.5625 50.875 1.43 0.91 OK 2B -1 3 168 0.3125 0.5 31.9375 50.8125 1.42 0.91 OK N 2C -1 3 168 0.3125 0.5 32.5625 51.125 1.41 0.91 OK "(1; 1A -1 3 168 0.3125 0.5 32 48.75 1.39 0.87 OK 1A -2 3 168 0.3125 0.5 32 32.75 1.14 0.58 OK 1B-1 3 168 0.3125 0.5 31.9375 48.375 1.38 0.86 OK 1B-2 3 168 0.3125 0.5 31.9375 32.75 1.14 0.58 OK 2D -1 3 168 0.3125 0.5 39.9375 51 1.26 0.91 OK c., 2E -1 3 168 0.3125 0.5 39.875 50.875 1.26 0.91 OK cNi 1C-1 3 168 0.3125 0.5 39.9375 49.0625 1.24 0.88 OK s 1C -2 3 168 0.3125 0.5 39.9375 32.75 1.04 0.58 OK U) 1D-1 3 168 0.3125 0.5 39.9375 49 1.24 0.88 OK 1D-2 3 168 0.3125 0.5 39.9375 32.75 1.04 0.58 OK 2F -1 3 168 0.3125 0.5 39.75 50.8125 1.26 0.91 OK 2G -1 3 168 0.3125 0.5 39.9375 51 1.26 0.91 OK ch 1E-1 3 168 0.3125 0.5 39.9375 48.8125 1.24 0.87 OK cNi 1E-2 3 168 0.3125 0.5 39.9375 32.75 1.04 0.58 OK T) 1F-1 3 168 0.3125 0.5 52.75 58.5 1.18 1.04 OK 0) 1F-2 3 168 0.3125 0.5 52.75 32.75 0.94 0.58 OK 1F-3 3 168 0.3125 0.5 31.25 58.5 1.56 1.04 OK 1F-4 3 168 0.3125 0.5 31.25 32.75 1.15 0.58 OK 2H -1 3 168 0.3125 0.5 39.9375 50.875 1.26 0.91 OK v 2J -1 3 168 0.3125 0.5 39.75 51.0625 1.27 0.91 OK 1G -1 3 168 0.3125 0.5 39.875 49.125 1.24 0.88 OK r 1G-2 3 168 0.3125 0.5 39.875 32.75 1.04 0.58 OK in 1H-1 3 168 0.3125 0.5 39.875 48.9375 1.24 0.87 OK 1H-2 3 168 0.3125 0.5 39.875 32.75 1.04 0.58 OK 2K -1 3 168 0.3125 0.5 32 51 1.42 0.91 OK 2L -1 3 168 0.3125 0.5 31.9375 50.875 1.42 0.91 OK N 2M -1 3 168 0.3125 0.5 31.5625 50.75 1.43 0.91 OK a� 1J-1 3 168 0.3125 0.5 32 48 1.38 0.86 OK 1J-2 3 168 0.3125 0.5 32 32.75 1.14 0.58 OK 1K-1 3 168 0.3125 0.5 32.125 48.9375 1.39 0.87 OK 1K-2 3 168 0.3125 0.5 32.125 32.75 1.13 0.58 OK 1L-1 3 168 0.3125 0.5 59.375 58.75 1.12 1.05 OK co. 1L-2 3 168 0.3125 0.5 59.375 32.75 0.90 0.58 OK r) 1M-1 3 168 0.3125 0.5 46.0625 31.375 0.97 0.56 OK .c 1M-2 3 168 0.3125 0.5 46.0625 48.75 1.15 0.87 OK 1M-3 3 168 0.3125 0.5 46.0625 32.75 0.98 0.58 OK $ ?L*%l �,y,,.4tfi4S' (wvizvicrO oN) 5JJ1119 StV1P) S"yl >VS I-'1r: $ 1N1 S9v'+C)_ c.,V MoON I M ter' .). Ns MOG v \M is - . 11111111111111111111111111 i _ - t M 1't d S 9 - ad t$ S id ti ' Q =, -'84sa 3'l ryti'rfi�t7 Q Yt ' T) i'- 1vta'U Ss'9 1t4 ,1 Spa t 4 4 ( ) f ('.5).x 2 = a SHS Sssnv, 5MceiM1.1-'1 'v0. -4 Not nc J-_...- F- .S' Drift Analysis — Modified to Account for Presence Dear of Setting Blocks in Glazing Pocket � z � immi.= i C , y 2 h clear =2C + — 1 l p _ HEEN ._ - _ -- 15x :2351 F.V...a'Ag.42 i'...e.t.i.FZE This drift analysis differs slightly with ASCE 13.5.9 in the form of the equation for D C1Bar , which is described in Sec. 13.5.9.1 Exception 1 (see Eq. 13.5 -2). If the ASCE form of the equation is expanded into two terms, the term which accounts for glass rotation gives twice the amount of the equation above. The only way that this type of rotation could occur is if the glass was to pivot about a point at the center of the panel, and the limit of rotation was defined by the clearance between the frame and glass at not only the top of the panel (denoted as c , but also at the bottom. This, however, is not realistic, because the clearance at the bottom is taken up by nylon setting blocks at either end of the panel, which prevents this movement from happening. Therefore, the rotational component of the lateral panel movement should only be a function of the top clearance, which is how the above equation is written. Using the ASCE's form of the equation gives a larger drift value, usually at least 25% greater. Since these values commonly differ by at least this much, it is not necessary to compare it to 1.25 times the inelastic drift per Equation 13.5 -2. Below is a graph showing how many times larger the panel drift is that the ASCE 7 Equation 13.5 -2 gives compared to the equation above. This relationship varies with the panel aspect ratio. ' S' ° ,�y ,'�y�i ` 9' ` r t �'�' < .' e - *' r TT., !+, " i :... .,e .., , S ,,S • "n'r S 'Y'Ik F'.'L•1 y X.f%• _ '6° tl, fi.'" " U `4 •u''nrt f `.'+ "A ' ,� 'Y'� t ' Y 9 i ' ,�` - rL ' ',....1.07.1,47. cK v .C , i,, t v . i , 1' Wry' 412,-",,,^,,R''. 1 J �,r -.A.,! . r ' ^+> . h tr ' , _ ' a; ,P, x l A -* . } f z' '� •.0 v,� , ',; s : `` F *F,� ..4f 1 }4 '7'" if Y -" XR- + r R ' 1` �L" �' '`r i . .• ' 3.5 : , : t 'Rf ?4�.. : x ,'t d 4 t: y A x ] = �x ,s, ' .. -,,,, .3.� Y ,u ' : i t klaf: • S. r - Y .., . e4' 1e tr c 'w ; , v ,,,It- . ;„ ,,Eck.. '4.4--4,-. 4;.. aS•, '" 'r 61',. 5, .4. 0 - ;.41.9 . ;t ' ' 3' -`4' �. r� a t n..z t ' c r+ }t:; �.i + .,+F . ,,:- ? w.. h+^ `t .SY'� .1. `,,I *' ,,,,,, s • ` 3 Y, w r � a -y z t +r • ` � ,5 .`.,t 3' ! .. . t - , F w S ' � ,." d £ 7 , x ! ' ys:,,A ` s A r.+ y • s . k',0 kw< } ,,,^1. Y t �"s n c , .: i a- " �a + ru t, s 4 .a 2 5 'z'rT<'a`°t a..«, " ,, v ,, Y � r ,„ �.w N ".Xn � 1 3 � ri- �' P £. <e , r � i +v r ,*-f." $ ., . ,if � � x rsit ¢ ".,. "$ i ^' "' Lh. b wv d , ` .;,, c � + r. ∎iNe,, ,40 ▪ w 3 rrs 7 a t � Rrx .�. S fi a i r +. w, . k ,+, h : .r :;:12, '� " - '!W_- ..n,'' . x " i `+�k- , .: ' 1' 7' S '''''''''P'^'• xe, a '�r ' li't.I -t ... day 'sr of 2 i n tag vt. 3 } frs 'act " tip & ,'y t t � � v " / kd ▪ z 4..6, s ' 're � ' t "" t" ' . 1 + 4 2 x ,,.,x x ti� �$vG ` '.:*.',`.,-e.,;...- f ' i + "' "r .r � � r'� � rs .et z t � 'c � � e' � K`�Ja � �� � b Sr 4i 2; °f'Ri` ? p •ca -'3' r- "b'q- '7' r a�tt. s s ' a^• 1 5 '�7 Ks„'r - s,, :s is a t T r r e„ .`#; r, ' t .:4 ttY3 ,7 -1, t -,, i i i n a u. 4 i - `J ` : � Z . ,4%' Fa '47 > 7. ,7 , r �, .7i °,r ni 1 s, . r z ,`t' i . { , r '�L. ` M # � Lr f^ "x' , n. +vyy- „ � _ • + � . ag M t > ar a s b@ ; • `� • 3 .,Y = k... h'S �fi S' d Y ,� a A h � ' f t 4 3 1^ �. Y d ;` h / Yx , v cn -`k„4 t .f4 rr� G AS '„'n" � fT'4' "G '_ P}r 7'�__ .y. .. - a�,s j f ` t r'i ' � '` .,:.!. , .1 4 . k r t . r .. , 5+� f i t , � r� ,r, 1.2 1.25 1.3 1.35 1.4 1.45 1.5 1.55 1.6 1.65 1.7 How Many Times Higher Is ASCE 7 Eq. 13.5-2, Compared to Equation That Assumes Setting Blocks Prevent Using Gap at Bottom of Glass Pocket Project Job no. James G. Pierson, Inc. Date Consulting Structural Engineers 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Client sheet no. Tel: (503) 226 -1286 Fax: (503) 226 -3130 1 g HS D c e cryj TO . i-; Sr 5 (Ass cn,,4,- II (,4:') ; I l i ; • i • • ; S i 2 T CjT I l., vow' S / Z Z7i S 1 • �aJUa ;. ..Sg .b.. : ( 1 ; ; ' i 1 w ' i ' I $q Lib 3 70 ; • 1 f 1 , . ___ - -' - IZ r!rr /s' ± x� / 44 o►LI i 1 . 1 ; • N i �-', SILL Cn7c� T • Cr cc. f -'113 -- -t-; _ 3�'c ■ ; .F 1 — — I � i M , 1 b T uSE Si.) s 'nT Hl 3 /g 1D Z. ` .g . 'e lb Q. 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Genf Ted• (503) 226 -1286 Far (503) 226 -3130 • Page I of 7 Page 2 of 7 Anchor Calculations Concrete : Normal weight f : 3000.0 psi • Anchor Designer for ACI 318 (Version 42.0.1) Cracked Concrete : Yes P c,v : 1.00 Condition : 6 tension and shear 4F : 1657.5 psi Job Name : OBP 1 Building 10 Anchorage to Concrete Date/Time : 11/12/2009 2:24:20 PM Thickness, h : 12 in 1) Input Supplementary edge reinforcement : No Calculation Method : AG 318 Appendix D For Cracked Concrete c) Factored Loads Calculation Type : Analysis Load factor source : ACI 318 Section 9.2 a) Layout N ua : 224 Ib V. : 894 Ib Anchor : 3/8" Titan HD Number of Anchors : 1 V usy : 0 Ib M. : 0 M it Embedment Depth : 2.75 In MN, • 0 Ibit Built -up Grout Pads : No °><1 c.2 . e : 0 in e : 0 in rvWy Moderate/high seismic risk or intermediate/high design category : No cy2 r Apply entire shear load at front row for breakout : No I D d) Anchor Parameters ' a �Dyi V a From CSAS -2009: Anchor Model = THD37 d = 0.375 in c r °x1 ° ' Q Category = 1 het= 1.981n . hmin = 4.167 in cec = 3in cmin = 1.75 in sm.,. 3 i -- 1 ANCHOR Ductile = No Tam QPOOW FOR 7N REGATTA FOR 2) Tension Force on Each Individual Anchor • fWpC.VE9 CENTER OF 1•E WCHOR Anchor #1 N ua, = 224.00 Ib Anchor Layout Dimensions : Sum of Anchor Tension EN,. = 224.00 Ib cyt:2.75in a. =0.00 in ; : 2.75 in a = 0.00 In c : 12 in e' = 0.00 In c : 12 in e' = 0.00 in b■, : 1.5 in 3) Shear Force on Each Individual Anchor bat : 1.5 in Resultant shear forces in each anchor. b : 1.5 in Anchor #1 Vue1 = 894.00 Ib (Vuet: = 894.00 Ib , Vualy = 0.00 Ib ) b ye : 1.5 in Sum of Anchor Shear EV 894.00 Ib, EV 0.00 Ib e' =0.00in b) Base Material about:blank 11/12/2009 about:blank 11/12/2009 Page 3of7 Page of e' = 0.00 in 8) Steel Strength of Anchor In Shear [Sec 0.6.1] N 4) V. = 4460.00 Ib (for a single anchor) [C-SAS-2009) ) Steel Strength of Anchor in Tension [Sec. D.6.1] Naa = nA se l Rhb [Eq. D-3) 4 = 0.60 [0.4.4] Number of anchors acting in tension, n = 1 4 V = 2676.00 Ib (for a single anchor) N = 10890 Ib (for a single anchor) [C-SAS-2009) 9) Concrete Breakout Strength of Anchor In Shear [Sec D.6.2] 4 = 0.6510.4.4] Case 1: Anchor checked against total shear Toad 4Nee = 7078.50 Ib (for a single anchor) In x -direction... 5) Concrete Breakout Strength of Anchor In Tension [Sec. 0.6.2] VRdR = Avn/Arcox`Ped,V`VC,VVba [Eq. 0.21) n �� � cal = 2.75 in Net, = Ar4 ANeo (Eq. �] Number of influendng edges = 2 A,,,,.= 34.03 in h = 1.98 in A, = 34.03 in [Eq. 0 A NCe = 35.28 in [Eq. 0.6) `Pep,, = 1.0000 (Eq. D or 0-28] A = 32.67 in T = 1.0000 [Sec. 0.6.2.7) Smallest edge distance, ce Tdn = 2.75 in V = 7(e/d do 4 fc(ca1)1.5 [Eq. 624] `t 'ed,N = 0.9778 [Eq. D -10 or 611) 1 = 1.981n Note: Cracdfg shall be controlled per D.5.2.6 V = 1493.48 Ib T. . = 1.0000 [Sec. D.5.2.6) V = 1493.48 Ib [Eq. 0-21] `, • N = 1.0000 [Eq D-12 or 613) • 4 = 0.70 N = k f' c het1.5 = 2594.22 Ib [Eq. 0-7) CV,. = 1045.44 Ib (for a single anchor) k = 17 [Sec. 0.5.2.6] In y- direction... • N = 2348.68 Ib [Eq. 13-0] V eby = A o"eoy`Ped,v`'..vVby [Eq. 0 4 = 0.65 [0.4.4] c = 8.00 in (adjusted for edges per D.6.2.4) 4N = 1526.64 Ib (for a single anchor) A = 66.0010 6) Pullout Strength of Anchor In Tension [Sec. D.5.31 A VCOy = 288.00 in [Eq. 623] N pn = 'P c,1 N p `' ed,v = 0.7688 [Eq. 627 or D -28] • Np.1= 1723Ib (f./2,500 psi) 5 = 1887.45 Ib T = 1.0000 [Sec. 0.6.2.71 4 = 0.65 V = 7(a/de) °2,1 d ,f ?(c. (Eq. 624) 4N.. = 1226.84 Ib l = 1.98 In 7) Side Face Blowout of Anchor In Tension [Sec. 0.5.4) V =7410.30Ib by Concrete side face blowout strength is only calculated for headed anchors in tension dose to an edge, c < V cby = 1305.49 Ib [Eq. D - 21] 0.4h Not applicable in this case. 4 = 0.70 R)V = 913.84 Ib (fora single anchor) Z I about:blank 11/12/2009 about:blank 11/12/2009 a Page 5 of 7 Page 6 of 7 Ease 2: This case does not apply to single anchor layout Check anchors at rt2 edge Case 3: Anchor checked for parallel to edge cond'sion Vebx = Axc,/Avesx'ed,v ''c,vVbr [Eq. 0-21] Cheek anchors at 4t edge c = 2.75 In a1 Vet, = Aee / Aeecxwed,V•Yc.VVbx [Eq. D-21] Ares = 34.03 in c = 2.75 in Ayeax = 34.03 in [Eq. D-23] A ver = 34.03 irtz W ed,V = 1.0000 [Eq. D-27 or D -28] [Sec. D.6.2.1(c)] A/enx = 34.03 In [Eq. D-23] Tc,V = 1.0000 [Sec. 0.8.2.7] w ed V = 1.0000 [Sec. D.6.2.1(c)] Vex = 7(1 /d d f [Eq. 0-24] we v = 1.0000 [Sec 0.6.2.7] 1 = 1.98 in V = 7(1e /de)a2-4 de fe(caf) 5 [Eq. D-24] V px = 1493.48Ib l = 1.98 In Vebx = 1493.48 Ib [Eq. D-21] V = 1493.48 Ib V tey = 2 • V epx [Sec. D.6.2.1(c)] V = 1493.48 Ib [Eq. 0-21] V epy = 2986.96 lb V = 2 * V eba [Sec. D.6.2.1(c)J 4=0.70 V = 2986.98 Ib 45/eby = 2090.88 Ib (for a single anchor) 4 = 0.70 Check anchors at e edge 4V e„ = 2090.88 Ib (for a single anchor) V Y Y V [Eq 0-21] rby = A ed,V c.V by Check anchors at c edge c = 8.00 hi (adjusted for edges per D.6.2.4) Vcby = AVCeycoyl'ed.V.gVVby [Eq. 0-21] A Yey = 66.00 in c = 8.00 in (adjusted for edges per D.6.2.4) ' = 288.00 in [Eq. D-231 A = 66.001112 `Y 1.0000 [Sec. D.6.2.1(c)] 288.00 in [Eq. D-23] ad.V = Akcoy = W .v = 1.0000 [Sec. 0.6.2.71 `Pad V = 1.0000 [Sec. 0.6.2.1(c)) V = 7(l /d d 4 fe(cet ) 1.5 [Eq. D-24) We, = 1.0000 [Sec. D.6.2.71 l = 1.98 in V = 7(1e/de)°2 J do'I f [Eq. D-24] V = 7410.30 Ib l = 1.98 in V epy = 1698.19 Ib [Eq. 0-21) V = 7410.30 Ib V ee: = 2 • Vi [Sec. 0.6.2.1(c)] • V = 1698.19 Ib [Eq. D -21) Vebx = 3396.39 Ib Vebx = 2 • V cby [Sec. 0.6.2.1(c)] 4 = 0.70 V tex = 3396.39 lb 4Vi = 2377.47 Ib (for a single anchor) 4=0.70 10) Concrete Pryout Strength of Anchor In Shear [Sec. D.6.3) 4V etix = 2377.47 Ib (for a single anchor) about:blank 11/12/2009 about:blank 11/12/2009 Page 7 of 7 V = k e9 N eb [Eq D -29] k = 1 [Sec. 0.6.3.11 N = 2348.68 Ib (from Section (5) of calculations) V = 2348.68 Ib 4= 0.70[0.4.4] 4V , = 1644.08 Ib (for a single anchor) 11) Check DemandlCapacly Ratios [Sec. D.71 Tension - Steel : 0.0316 - Breakout : 0.1467 - Pullout : 0.1826 - Sideface Blowout : N/A Shear - Steel : 0.3341 • Breakout (case 1) : 0.8551 - Breakout (case 2) : N/A - Breakout (case 3) : 0.3760 Pryout : 0.5438 T.Max(0.18) <= 0.2 and V.Max(0.86) <= 1.0 [Sec D.7.2] Interaction check PASS Use 3/8" diameter Titen HD anchors) with 2.76 In. embedment • 22- about:blank 11/17/7009