Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
B06-0196 Structural Column Repair Submittal #20 05/17/10
. "���'. , _ ; ��y{+ _ S - N � .. ': . .. � .•a. rn � � ��� f �. - , ' ���J�fl , b �, Y� k � , ,�, Y Y R } �ge �� � � ��th wr 5fl �. ;. ,�, � ,�� , ���_ � >s ,� � >��s *�y � � � k � :, 4 �� ' �, 3,�., �,, F a � y , � , �:,�"`,�;� � .��� '� }�."*R�w'*',�.?` � �,. : , a,'� 4.�Se K �. '��"� y"�^° ��. , � � .. s�+ ,�»�• � �",�"�'�"' =� � t,. �;�" g,�":� ��� .,�` .. .. d j `"� : � � p� � � -'S . .�.4m+�' �, ,� ,}, Y :� R . � # " ¢: , t .. c:: : .. . . . . , . ._,.:: �._:... . .. �..' � :., �.._. � TRANSMITTAL FORM � �;�L Revision Submittals: 2D :.�-�� �.� 1. "Field Set"of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved&the permit is re-issued. 3. Fees for reviewing revisions are$55.00 per hour(2 hour minimum),and are due upon issuance. Permit#(s)infortnation applies to: Attention: evisions /�� D�� ( Response to-CoRection Letter _attached copy of corcection letter ( )Deferred Submittal ( )Other Pro�tr�t/Addre • U L De�/List of Changes: (Number). (Street) . ( uite#) ° . �-I��I ` / U Building/ComplexName: � /7 O ��(/�dGOI✓ � �!�'1 � /•4 Ls /3 !o Contact Info " n: � I��� / Company: ?' y/ ��i Company Address: � �i�(� � �°� r �' �D I City� ��� State� Zip: ��� I �'�`'i✓ �' � �dS L - G�li ' � � Contact Name: � Contad Phone: �Q� �Jl� 9p�(P S "� � � �Sr''l.tsl � � - E-Mail // L W�'1 /� '� �`� � Revised ADDI IONAL Valuations(Labor 8 Materials) (DO NOT include original valuation) =��"' /�� � r�h t�, , 'Building: $ •C! (use additional sheet if n sary) s � ---..------...___...-----------..__._.._...__,__.._._...._____._.____..__._.._—. �Plumbing: $ J � Date Received: �Electrical: $ F 4 (� ��/ �Mechanical: $ � � � tl V � �Total: $ D I MAY 1 '� ZO10 T�QWN t�� VAIL oi J�-�o i STRUCTURAL CALCULATIONS FOR C OLUMN FIXE S (l'ACKAGE S,6, � - S9. OID,E,F) PLAN CHECK FOUR SEASONS HOTELS and RESORTS Vail, Colorado _o��� �� D c� c� � od � for MAY 1 � 2010 . HILL GLAZIER ARCHITEC s TOWN OF VAIL 925 Alma Street Palo Alto, CA 94301 ►� bY �Q�P� .•• �;!J' r p�;�'� • � 1VISHI�AN MENNINGER �„ �'�,,; : � 1200 Folsom Street .o? 2 7�g 1 :Q� SanFrancisco, CA 94103 � ' '� �o •�, � s'• '� '�' ........ � S�ONAL EN NM Job No. 7083 May 14,2010 HORNE , ENGINEERING SOLUTlONS,LLC May 5, 2010 Eric Pendley, Building Official SAFEbuilt Colorado, Inc. 1286 Chambers Avenue, #101 Eagle, Colorado 81631 Office: (877) 462-1955 Cell: (970) 977-6270 RE: Four Seasons Hotel, Plan Review of structural slab fixes Rev 37/I R 11030 Vail, Colorado Dear Eric: I have completed my review of the above submittal, which includes drawing sheets S9.01 D dated 4/5/2010, S9.01 E dated 3/31/2010, and S9.01 F dated 4/5/2010, with calculations dated 3/30/2010, 4/1/2010, and 4/5/2010, respectively. This submittal identifies six locations that require repairs, as shown on details 2, 3, 5 8� 6/S9.01 D, 2/S9.01 E, and 2/S9.01 F. I have the following comments on the submitted materials above. 1. 2/S9.01 D: It appears that Mux and Muy may have been reversed, it appears that the larger moment should act about the column axis parallel with gridline A2. Please review all column / slab moments and verify axes used in calculations match the slab analysis results. IBC 1604.4, 1901.2. 2. 2/S9.01 D: Critical section `bo' appears to be beyond of the perimeter of the new drop panel for evaluating the critical section through the new drop panel. IBC 1901.2, ACI 318 11.12.1.2. 3. 2/S9.01 D: Critical section length `bo' appears to be too large in calculations for strength of slab through the new drop panel and for evaluation of slab outside of the drop panel. IBC 1901.2; ACI 318 11.12.1.2. 4. 2/S9.01 D: Verify minimum prestress mests the criteria for ACI 318 equation 11-36; fpc= 0 has been assumed in calculations however minimum prestress permitted is 125psi. IBC 1901.2, ACI 318 11.12.2.2. 5. 3/S9.01 D: Punching shear value for `y2' at 'Side 2' appears too large for punching shear check through the drop panel and outside of the drop panel. Project: Four Seasons Hotel,Plan Review of structural fixes Rev 37/IR 11030 vail,Colorado 1 /3 72600 West 32nd Ave.Suite 400 Wheat Ridge.tolorado 80033 www.HESLLC.com Please verify dimensions used in punching shear calculations. IBC 1901.2, ACI 318 11.12.6. 6. 5/S9.01 D, etc: Punching shear value for `y2' at `Side 2' appears too large for punching shear check through the drop panel and outside of the drop panel, appears distance was taken from slab edge instead of column centroid. Please verify dimensions used in punching shear calculations, typical all details. IBC 1901.2, ACI 318 11.12.6. 7. 2/S9.01 E: It appears loading Pu is too low as shown on the drawings, calculations use 113k. Verify weight of exte�ior floor finishes including pavers, waterproofing, etc. has been considered. Verify 100psf live loading has been considered. Verify live plus snow load combination has been considered. IBC 1605, 1606, 1607. 8. 2/S9.01 E: Calculations utilize 22"x24" rectangle for beam concrete area, however new beam is "L" shaped and less area than 22"x24°. IBC 1901.2, ACI 318 11.1. 9. 2/S9.01 E: Calculations do not address shear friction capacity of dowels into existing concrete for shear flow of the composite section. IBC 1604.4, 1901.2. 10. 2/S9.01 E: Calculations do not appear to address eccentric moments due to distances between beam shear center of the new strengthening beam, center of existing 8"x39n wall beam, and centroid of column support. IBC 1604.4, 1901.2. 11. 2/S9.01 E: Calculations do not appear to address shear load path of transfer befinreen existing 8"x39" wall beam and new strengthening beam. IBC 1604.4, 1901.2. 12. 2/S9.01 E: Verify vertical bars in the existing 8°x39° wall beam are hooked around longitudinal reinforcing top and bottom as required for shear reinforcing. ACI 318 11.5.4. 13. 2/S9.01 E: Verify the existing post tensioning strands / anchorage zones will not be negatively affected by the large quantity of reinforcing dowels at sides and top surface of existing slab at the slab edge; consider adjacent uniform and banded tendons. ACI 318 18.13, 18.15. 14. 2/S9.01 E: Calculations p. 2 assume 2ft moment arm between column and end of beam, however strengthening beam projects approximately 6ft from column centroid. IBC 1604.4, 1901.2. 15. 2/S9.01 F: Critical section `bo' appears to be within a few inches of all three sides of the perimeter of the new drop panel. For evaluating the critical section through the new drop panel, it appears the full 45 degree crack can not Projed: Four Seasons Hotel,Plan Review of structural fixes Rev 37/IR 11030 Vail,Colorado 2 1 3 12600 West 32nd Ave.Su}te 400 Wheat Ridge,�olorado 80033 www.HESILC.com develop within the drop panel as assumed in the calculations. IBC 1901.2, ACI 318 11.12.1.2 Please contact me with any questions. �,Pa� L�CF� o�,••'��P�kp:d' Sincerely, �= 92:�o 1 � � ,, ,��� . � James P. Horne, PE, SE s��ONAL��G President & Principal Engineer 5/5/2010 Project: Four Seasons Hotel,Plan Review of structural fixes Rev 37/IR 11030 vail,Colorado 3/3 7 2600 West 32nd Ave_Suite 400 Wheat Ridge,Colorado 80033 www.HESLLC.com Four seasons, Rev #37 comments responses: Response to iteml:the Moment Mux& Muy used are confirmed to be correct. Larger moment about Y- axis is reasonable since the span along X is single end span. Span along Y direction has the south end as continuous span which counteract the edge moment.Also there is a cantilever deck at the north to release the Mux. Response to item 2:drop cap is increased.Also note that the vertical dowels (#5@5" ea way) serves as shear reinforcing to the cap and failure at the cap is unlikely vs outside the drop cap zone. Items 3-6 See revised calculation. Item 7: Pu used in the Calculation is correct.The value in the drawing will be revised to match calculation: ' The area is a private deck with snow melting,so 100 psf Iive load nor snow load is not applicable. Please also note that load combination governing Is 1.2D+1.6L+0.55 which only has 50%of the snow load. Item 8:The effective section for shear calculation is a 22X26 section+the slab to form a'L'.there are 2 rows of#5 dowel from the top and 2 rows from the side fully engaging the new section to the existing slab. It is correct to use the full section for'd'. (similar to the concept of the added drop cap in other location of the building) � Item 9: see attached calc.for composite beam design check of shear friction and shear flow. � Item 10:See attached calc.the moment due to eccentricity is counter balanced by the moment induced by the slab. Item 11:see attached calc.there are total (40)#5 dowels each can take 14 kip shear. . Item 12: 'the vertical bars (#5@12" ea face) of wall beam are standard hooked at slab, but straight at the . top,Shear reinforcing are check for omitting top 24"to allow for development length of bars. Item 13:All existing tendon are scanned prior to drilling.The area of drilled holes has very little impact on the post-tensioning. Item 14: see sketch and number shown for item 10. Dowels are capable of transfer moment and shear from the existing slab/wall to the new concrete section. Item 15:see attached calc. [end] . �rg� c�� �� ������ �� , o� � �'� e�tc c�� �-6 Punching Shear Check L$� 1��AZ detail 2/59.O1D 5/5/2010 @ d/2 from column face h1= �8:� in 10"slab+8.5"cap dZ= �.7 in Vu= -1�5 k Mux= 83 k-ft 996 k-in M uy= i32 k-ft 1344 k-i n c1= �fi cz= 2� x= 33..5 in I used for purpose of calculating�yvx,yvy y= 46.5 i n bo 72.5 in fc= 5000 psi as= 2{� yvx 0.448 �yvy 0.354 !� . 1 4 G �.� j � � . i I I �� , -- - ---- ----- ' � 1 �� � ��� _ _ �� � �Z=�-� - � �� � t6�s 1 ._..�- ----°-�-`--� . � @ d/2 from column face Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E xZ �.�� �b.� _ D, 0 0 p: Yz -2U:3 : 0; �3 0 0 0. L 31.5 �1� {� 0 0 0` d 37. _ �7' p 0 {3 p Ld 535.50 697.00 0.00 0.00 0.00 0.00 1232.50 Ldx2 401.63 11500.50 O.DQ 0.00 0.00 0.00 11902.13 Ldy2 -1Q977.75 0.00 0.00 0.00 0.00 0.00 -10977.75 bod 1233 x3 9.66 - Y3 -8.91 x2-x3 -8.91 6.84 -9.66 -9.66 -9.66 -9.66 Yz-Ys -11.59 8.91 8.91 . 8.91 8.91 8.91 Ld3/12 12897 16786 0 0 0 0 dL3/12 44279 97638 0 0 0 0 Parallel to X - X - Y Y- . Y Y I�oc//X 71971 55295 0 0 0 0 Ixx//Y 129147 169719 0 0 0 0 lyy//X 99658 147063 0 0 0 0 lyy//Y 42483 32639 0 0 0 0 I�c 71971 169719 0 0 0 0 241690 lyy 99658 32639 0 0 0 0 132298 Ixy 55295 42483 0 0 0 0 97778 Point A Point B Point C Point D x4= _35 1'6.� 3fi.5 -. .35_5. y4= -20:5 -205 . 2{l.� 2fl.5 Vu/bod -0.093 -0.093 -0.093 -0.Q93 Mux-Vuy3 -283 -283 -28.3 -28.3 �YY�Y4"Y3�"�XY1Xq-X3� 8.7715E+05 -2.2028E+06 3.2214E+06 3.2214E+p6 Ixxlyy-IxyZ 2.2415E+10 2.2415E+10 �.2415E+10 2.2415E+10 - Muy+Vux3 233.4568966 233,4568966 233.4568966 233.4568966 Ixx(x4 x3)-Ixy(Y4 Y3) -4.8258E+06 2.7875E+06 -1.2214E+06 -1.2214E+06 v„ -0.076 -0.102 -0.091 -0.091 v„max 0.102 �v� 4.247 Vc= (2+4/�ic)�fc b,d� Eq. 11-33 ACI318-02 0355 Vc={c�d/b,+2)dfc b,d E- Eq.11•34 ACI318-02 0.212 Vc=4df c b,d E- Eq. 11-35 AC1318-02 �v� �.212 ksi OK Punching Shear Check L8 @ 14�A2 detail 2/59.01D s/6/zoio @ d/2 from panel edge h1= 30 in slab d1= 8.625 in . Vu= -115 k Mux= 83 k-ft 996 k-in Muy= 112 k-ft 1344 k-in c1= 16 r_column dimension parallel to x cZ= 24 <=column dimension parallel to y x= - 39 in I used for purpose of calculating yvx,rvy y= ' 60.25 in bo 99.25 in section afFected by openings deducted f c= 5000 psi fpc= 0 psi not used as= 2t� yvx 0.453 yvy 0.349 1� r� i 2 F� 2� G � � =N � � � �, ,�� , rav,� . � � �,�r�� 2 M `�z %�f:3ir . _ . � � _ ---� � ��" � �►� f @ d/2 from panei edge Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E x2 4.5 24 � 0 : .�: fl Yz -30 0.125 fl fl �: _ . fl L 39 60.25 �0 ` � fl fl d 8.525 8.625 U . fl �0 D Ld 33638 519.66 0.00 0.00 0.00 0.00 856.03 LdxZ 1513.69 12471.75 0.00 0.00 0.00 0.00 13985.44 Ldy2 . -10091.25 64.96 0.00 0.00 0.00 0.00 -10026.29 bod 856 x3 . 16.34 y3 -11.71 x2-x3 -11.84 7.66 -1634 -16.34 -1634 -1634 yZ-y3 -18.29 11.84 11.71 11.71 11.71 11.71 Ld3/12 2085 3221 0 0 0 0 dl3/12 42636 157199 0 0 0 0 , Parallel to X Y X Y '>X�. X l�oc//X 112494 72818 0 0 0 0 I�oc//Y 157215 233238 0 0 0 0 lyy//X 91856 190931 0 0 0 0 lyy//Y 47135 30511 0 0 0 0 ixx 112494 233238 0 0 0 0 345733 lyy 91856 30511 0 0 0 0 Z22367 Ixy 72818 47135 0 0 0 0 119953 Point A Point B Point C Point D x4= , _ ' -15 24 ��1 '- 2�. Ya= -30 -3'0 3A..25 ': 30.2�. Vu/bod -0.134 -0.134 -0.134 -0.134 Mux-Vuy3 -350.9 -350.9 -350.9 -350.9 I��yq-Yg�-IX�/iXq-Xg) 1.5213E+p6 -3.1569E+06 4.2157E+06 4.2157E+06 Ixxlyy-Ixyz 2.7917E+10 2.7917E+10 2.7917E+10 2.7917E+10 Muy+Vux3 -534.8161209 -534.8161209 -534.8161209 -534.816121 I�oc(x4 x3)-lxy(Y4 Y3) -8.6408E+Ob 4.8428E+�6 -2.3844E+06 -23844E+06 v„ -0.201 -0.084 -0.174 -0.174 v„max 0.201 �v� 0.247 Vc= (2+4/�c)�fc bod<- Eq. i1-33 ACI318-02 0.198 Vc=(a.sd/b,+2)df c bod F Eq.11-34 AC1318-02 0.212 Vc=4df c bod E- Eq. 11-35 AC13Z8-02 �v� 0.198 ksi OK y � � Y Y Y � n c" m il x i. > � � Q O � g or � � � 3 � �. � � � � 3 � . o � �y� ^� (�/'� o� °° � Q— W W �Y � V W O O O O 0 O O O I � � O O O O � O. O O O � N O O O O O �y'� w l�.J � d' - - m • • 2 0 0 0 0 0' � 0 0 0 0 ,o 0 o a o W W � .9b Q � Q � U � � ` � O � � � z o � o . � Q � N - -- � � Punching Shear Check L�.�;Zf i4�.5 deta:i�3,/S9.fl��3 5/7/2010 @ d/2 from column face h1= ` 7 in <=penel thickness hz= _ 8.5 in <=slab thickness d1= 14 in <=effective depth Vu= -1fl8 k Mux= -�3 k-ft -636 k-in Muy= 87.6 k-ft 1051 k-in c1= 2� <=column dimension parallel to x cz= 34 <=column dimension parallel to y x= 38 in y= 21 in � bo 80 in fc= 5000 psi <=concrete strength yvx 0.331 yvy 0.473 � � � �— � ` � �I � ( � � � � �--- �, � � � �� j � 12 � i► d�z " 7 d/2 from column face Item Side 1 Side 2 Side 3 E xZ -1� {3 ` 19 Yz �:� ��. 3.� L 2� 38 23; d 14 14 14 Ld 294.00 532.00 294.00 1120.00 Ldx2 -5586.00 0.00 558fi.00 0.00 LdyZ 1029.00 7448.00 1029.00 9506.00 x3 0.00 Y3 8.49 xZ-x3 -19.00 0.00 19.00 Yz'Ya -4.99, 5.51 -4.99 Ld3/12 4802 8689 4802 � dL3/12 10805 64017 10805 Paraliel to Y X Y 1�oc//X 7313 16166 7313 ' • Ixx//Y 22920 88873 22920 lyy//X 121741 72707 121741 lyy//Y 106].34 0 106134 Ixx 22920 16166 22920 62006 lyy 106134 72707 106134 284975 Ixy 27860 0 -27860 0 Point A Point B Point C Point D x4= � =3.�i� ` 19:�`. ; 4�:� - - 1�:�' Ya= ��l.i�.�. -7.0 1�.� -7.0 Vu/bod -0.096 -0.096 -0.096 -0.096 Mux-Vuy3 280.7 280.7 280.7 280.7 �YY�Ya'Ys)-�XY� 1.5709E+06 -4.4135E+06 1.5709E+06 -4.4135E+06 Ixxlyy-lxyZ 1.7670E+10 1.7670E+10 1.7670E+10 1.7670E+10 Muy+Vux3 1051.2 1051.2 1051.2 1051.2 ixx(x4-x3)-Ixy( -1.1781E+06 -1.1781E+06 1.1781E+06 1.1781E+06 v„ -0.055 -0.087 -0.121 -0.153 v„max 0.153 �v� 0.470 Vc= (2+4/(3c)�fc bod F-- Eq. 11-33 ACI318-02 0.384 Vc= (30d/bo+2)�fc bod F Eq. i1-34 AC1318-( 0.212 Vc=4dfc bod F Eq. 11-35 ACI318-02 �v� 0.212 ksi 01C Punching Shear Check L4 4.2/A4.5 @ d/2 from panel edge � h2= 8.5 in d2= 7.125 in Vu = -108 k Mux= -53 k-ft -636 k-in Muy= 87.6 k-ft 1051 k-in � c1= 24 c2= 14 x= 114.125 in 107 Cap size y= 31.5625 in 28 bo 177.25 in f c= 5000 psi fpc= =: 93 psi Not used �yvx 0.260 yvy 0.559 Q ,I G�P �-3��6 4•s s�o,� 2 � � _ _ �� g � ._ � �� 63 �. � � I y �, I °N° I S`?� �� b c _ --- .--�---- � --��`_-.--��`� ( __—^�-�""""� ; '�—'''_"--_ ! _ --,.�....�� d/2 from panel edge Item Side 1 Side 2 Side 3 E x2 =47.55 .;,.. 9.� 66.��� Yz 8.�8 24.�5 8.78' L 3�.5fi �i�.�.3 : 3�36; d 7.125 7.125 7.125 Ld 224.88 813.14 224.88 1262.91 Ldx2 -10695.99 7724.84 14968.76 11997.61 LdyZ 1974.75 19972.77 1974.75 23922.27 x3 9.50 Y3 18.94 xz-x3 -57.06 0.00 57.06 y2-y3 -10.16 5.62 -10.16 Ld3/12 951 3440 951 dL3/12 18669 882564 18669 Parallel to Y X Y Ixx//X 23218 25685 23218 I�oc//Y 42838 911688 42838 iyy//X 751868 886004 751868 lyy//Y 732247 0 732247 ixx 42838 25685 42838 111362 lyy 732247 886004 732247 2350498 Ixy 130390 0 -130390 0 Point A Point B Point C Point D x4= ���5?� ' 6£�b `: -?��:�62�, 55.�fi�� ya= 2��52�. 24.5523 -7 -7 Vu/bod -0.086 -0.086 -0.086 -0.086 M ux-V uy3 1409.8 1409.8 1409.8 1409.8 lyy(y4-y3)-Ixy( 1.3210E+07 1.3210E+07 -6.0977E+07 -6.0977E+07 Ixxlyy-Ixy2 2.6176E+11 2.6176E+11 2.6176E+11 2.6176E+11 Muy+Vux3 25.2 25.2 25.2 25.2 Ixx(x4 x3)-Ixy( -63546E+06 6.3546E+06 -6.3546E+06 6.3546E+06 v„ -0.067 -0.067 -0.170 -0.171 v„max 0.171 �v� 0.230 Vc= (2+4/(3c) �fc bod � Eq. 11-33 ACI318-02 )2 0.170 Vc= (30d/bo+2)�/fc bod E- Eq. 11-34 ACI318-02 OZ12 Vc=4dfc bod E- Eq. 11-35 ACI318-02 0.160 vc= (3p�F'C+0.3fpc,where Vp=0(Eq.11-36 AC13 �v� 0.170 ksi say OK y +'a � � Y `1 Y M /p O � I a^0 8 �x �>. > � � . ; CD W � Q m H g �< � � �� � o . W ^�y t� Yx• m W a �yr W 2 I O O O O O I O O O O O I O O O O O ' O O O O O Q IO O O O O `� ■ �M (O O O O O m V O O O O O � ' O� O ' ' ' ' � jJ (O O O U t � , � ^ O O O O IO O O '�- —6-�l--0 • ' ' � N e Z � I O O O D O � IO O O O O � O O O O O � I O O O O O W L_ � F--- .8Z � � Q U � �- O � � � � W � Z �W9 Q � � z o � Q o � � Q W � C Z � � �;<= � ;..,,m --_ ! � Punching Shear Check �.$�.:3��� detail 5/59.03.D 5/7/2010 @ d/2 from column face h1= � in <= panel thickness , hZ= 8.� in <=slab thickness d1= 14 in <=effective depth Vu= _ -�.�3 k Mux= -2� k-ft -336 k-in Muy= -� k-ft -864 k-in c1= 2� <=column dimension parallel to x cz= 36 <=column dimension parallel to y - x= 38 in y= 23 in bo 84 in fc= 5flO0 psi <-concrete strength �yvx 0.342 yvy 0.461 � -� � � � � � _ _.., __.._�_N_ _ _. _ � � - � � i � , d/2 from column face Item Side 1 Side 2 Side 3 E x2 : -1� ; : 0 19' Yz 3.5. 15 3.5 L 23 38 23 d 14 14 14 Ld 322.00 532.00 322.00 1176.00 LdxZ -6118.00 0.40 6118.00 0.00 LdyZ 1127.00 7980.40 1127.00 10234.00 x3 0.00 Y3 8.70 xZ-x3 -19.00 0.00 19.00 yZ-y3 -5.20 630 -5.20 Ld3/12 5259 8689 5259 dL3/12 14195 64017 14195 Parallel to Y X Y Ixx//X 8715 21099 8715 Ixx//Y 28169 93806 28169 lyy//X 135696 72707 135696 lyy//Y 116242 0 116242 Ixx 28169 21099 28169 77437 tyy 116242 72707 116242 305191 Ixy 31828 0 -31828 0 Point A Point B Point C Point D x4= -19.0 -19.fl _ 19.fl , 19.0 Ya= . 15.0 -8:0: . 15.0 _- -$:0 Vu/bod -0.096 -0.095 -0.096 -0.096 Mux-Vuy3 647.4 647.4 647.4 647.4 �YY�Ya-Ya)-Ixy( 1.9220E+06 -5.0974E+06 1.9220E+06 -5.0974E+06 I�oclyy-IxyZ 2.3633E+10 23633E+10 2.3633E+10 2.3633E+10 Muy+Vux3 -864 -864 -864 -864 I�oc(x4-x3)-Ixy( -1.4713E+06 -1.4713E+06 1.4713E+06 1.4713E+06 v„ -0.103 -0.169 -0.053 -0.119 v�max 0.169 �v� 0.424 Vc= (2+4/�3c)�fc bod E- Eq. 11-33 ACI318-02 0.371 Vc= (30d/bo+2)yfc bod E- Eq. 11-34 ACI318-{ . 0.212 Vc=4dfc bod F Eq. 11-35 ACI318-02 �v� 0.212 ksi OK Punching Shear Check L8 3.3�/�7 @ d/2 from panel edge h2= 8.5 in d2= _ 7.125 in Vu= -3.083 k � Mux= -28 k-ft -336 k-in Muy= -72 k-ft -864 k-in c1= 24 c2= 16 x= 91.125 in � 84 Cap size y= 37.5625 in - 34 bo 181.38 in f c= . 5000 psi fpc= 12� psi Not used �yvx 0.300 yvy 0.509 '/ i/ 48 ��p�.. Z ' 3� _� �� �. - ._. � �-- -j r��L ' 3�5�6 I � - C,R�P � ,,,, � ( � i � . .� v, . —._- _ � ci, � � f— — — — �_ ` � J�' � ��� �t�� _.. ��`� `,/ . /-!���'`���- ..-.. �� . �----�---______-- _ � I�� Co �` ; � Punching Shear Check L8 3.3/A7 REV. 5-13-10 @ d/2 from panel edge h2= 8.5 in dZ= 7.125 in Vu= -�i�8.3 k Mux= � -28 k-ft -336 k-in Muy= -72 k-ft -864 k-in c1= 24 cZ= 16 . x= 91.125 in 84 Cap size y= 37.5625 in :. 34 bo 181.38 in fc= 5000 psi fpc= '1�� psi Not used yvx 0300 yvy 0.509 _ _- - d/2 from panel edge Item Side 1 Side 2 Side 3 side 4 E x2 -S�.Sb -f � 39.56: 45J8 yz 12.�6 75_�.�! - 1fl.�8. -1�.56 L 4�.33 3.� ' 3�.56: 1i.56. d 7.125 7.125 7.125 7.125 Ld 293.02 649.27 267.63 82.38 1292.30 Ldxz -15108.62 -3895.59 10588.22 3771.59 -4644.40 Ldy2 3681.01 19193.92 2885.42 -952.55 24807.79 x3 -3.59 Y3 19.20 x2-x3 -47.97 -2.41 43.16 49.38 yZ-y3 -6.63 10.37 -8.42 -30.76 Ld3/12 1240 2747 1132 349 dL3/12 41297 449279 31468 918 Parallel to Y X Y X Ixx//X 12896 69764 18954 77945 I�oc//Y 55433 521790 51554 79211 lyy//X 716762 455785 531060 202108 lyy//Y 674225 3759 498460 2�0842 Ixx 55433 69764 51554 77945 254695 lyy 674225 455785 498460 202108 1830577 Ixy 93247 -16193 -97199 -125118 -145263 Point A Point B Point C Point D x4= -�.3.352� 3956: -51.5625 39.56�5 Ya= 29.3b25 29.5525. -l�.�b25 -8 Vu/bod -0.084 -0.084 -0.084 -0.084 M ux-V uy3 1743.0 1743.0 1743.0 1743.0 lyy(y4-y3)-Ixy( 1.2007E+07 2.5244E+07 -6.3275E+07 -43517E+07 Ixxlyy-IxyZ 4.4514E+11 4.4514E+11 4.4514E+11 4.4514E+11 Muy+Vux3 -474.77938 -474.779382 -474.77938 -474.77938 t�oc(x4-x3)-Ixy( -1.0712E+07 1.2498E+07 -1.6686E+07 7.0411E+06 v„ -0.076 -0.047 -0.167 -0.131 v� max 0.167 �v� 0.247 Vc= (2+4/�3c) �fc bod t- Eq. 11-33 ACI318-02 )2 0.169 Vc= (30d/bo+2)dfc bod F Eq. 11-34 AC1318-02 0.212 Vc=4dfc bod E- Eq. 11-35 AC1318-02 0.169 vc= (3p�E'C+0.3fpc,where Vp=0(Eq.11-36 ACI3 �v� 0.169 ksi OK i i Q y Y Y n � � � I I II X �i. > � � � N � � � • m �" g ° � rt V y 3 O � � C � }• ^ O Q � W i � g �" - � 00000 � �/�i 000000 � . �00000 � o � � o00000 �� .�o .a o I O O O � Vl ' '�11_ N Z � m J lo 0 o W � o 0 0 � V I O O O O O ' O w 3 � 000aoo J �eooaoo � F— lo 0 o a a ol Q a � o 0 0 0 0 0 . � o 0 0 0� � Q U '� � � � � � � � Q � J � � Q � � JOB � `�v•�"3 NO. N 1 S N K 1 A N 1i1�E 1�1 N i i�1�S E i� SHEET NO. OF ' � CONSULTING AND STRUCTURAL ENGINEERS � 1200 Folsom Street,San Francisco,CA 94103 CALCUTATEDBY on� Tel:(415)541-9477 Fax:(415)543-5071 CHECKED BV �arE c� �7� �'p SCALE l7� �.,� r___-- u���uG �� r� N�1 �-wv�� Zo (�, �(k - �i�l� ' 2Z � ZZx�6 x t� t �� �cro �S � J �?y t '�10 3 I � ►� ► 4 ; �;� � G� � �°O �� ��� �� _ �,��. 22�zd (I 3-�D,r��z �- l2 + 3� �� -r31ox �1�Z , y . = 4-7 6 7Z iN� a = 4-3x�0 u 5•!$ L 222� �N3 �` Z � , v�j .� I l 3 (zzt1� � � �� ! �'Z� _ �7b�2 � ¢Z � Z� (��.2 �f� �Vh : (¢� �� oe��s ----� (d�1�� ¢ x ��3f x �0 � I = 5s,g K � = �.o � � �y�� I., • '_"___ -„___. . .. ._._.....� �.:. . ..__ . ':'-'__ "".._�'"_. ....._.'_ .. . . ... .. . ... .. _. .- JOB � S��o"�" NO. N 1 S FI K 1 A N 1V1 E IN!el l�1 ts E� SHEET NO. OF � CONSULTNG AND STRUCTURALENGINEERS � 1200 Folsom Street,San Francisco,CA 94103 CALCULATED BY �n� Tel:(415)541-9477 Fax:(415)543-5071 CHECKED BY DATE SCALE 1T�-W� �0 �/� �U�=(aZ•��� � � ( M�,= �t� ��G x �2•6'r � � �g .6�`�� In�tow�r�v - I r► � �+�:- t'� d�s�1 �1� 12�� �� ��� _ I�/I�.� s-�DZ`g �� G�.b r�r✓7 ni.�. � �Ck� (,��-a/,v� �-t a�1 �a�L � �sx►S . `l��" 6�Q� = i� S•6 - �02•� = �.�� �� (� 5�� JOB � �M�S�i�S NO. - NISNKIAN ME1�lNlhitsER SHEETNO. OF � CONSULTING AND STRUCTURAL ENGINEERS . � 1200 Folsom Street,San Francisco,CA 94103 CALCULATED BY oArE TeL•(415)541-9477 Fax:(415)543-5071 CHECKED BY DATE ���`"�� SCALE L f� / I ���- � ��rH � {�� s r� ��,,b,K. �o N� ���, ��� sc�� sl���-rL G�-p�t� G �r.�.T.� -" c��� � 9 7s' ,�S� �3 x Z� �5w� N o sN�it- ��� = 3g�' ��- �vrLr.,� ���-Ns�n2 TNr� 1J�1 ��e�J : 1 ��,��- � �� _ ��� �S(�Js o� �� ��, � 8`� . l28� C�� by E � � • 1� � I 0 ���� � • + /: f r � � � a • , r � � �� � p � — — •—- ✓ " t i .r a i a r e � • s b I �� ��g� 3�-,3 ; 5�k - � ��� �nZ� �D � 5' D�w�S �r bB� �Vn = l��G 1� rr,�,c��1 �o�-►r�,��( � ��tr�- i I,em�1� � 2�—� detai! 2/S9.01 F j � � s � � � � r N G — = m O r � � g � z � � ii N � � D °= n n I I N II °: II II r 8 A I � � � C � O� � S � � r a � � v r p cn °' � m �� L � X � �� mr^ � �m D '� z n X O o 0 � _ -< m <�z • Q � � N � � � � g N N � _ O � � � O � m D m � � N � D � V � O' r -i • V D � � N � r Dm � z � r� r� \ � �---- --- i �, � � -�- ,� - - �-, � i � � � � � � ° � � . � � � Punching Shear Check ��� ����►�z detail 2/59.O1F s/io�zoio @ d/2 from panel edge h1= 3�3 in slab d1= S.��S in dl/2= 43125 Vu= =�+�9.'�[I k Mux= b�.�l k-ft 785 k-in M uy= -3.3'8:4 k-ft -1661 k-i n cl= 35 <=column dimension parallel to x cz= 34 r_column dimension parallel to y x= 323 in I used for purpose of calculating yvx,yvy y= 54:6 in bo 86.9375 in section affeded by openings deducted f c= �fl0[� psi fpc= 0 psi not used as= 243 ' yvx 0.464 � yvy 0.339 M � y � ►� Pt � � � �; � 1 r � � � - - � � �z t � � ' _ -� � ; �, i � i � �- - - �- � � C''t � s�n�� i � ; � .. _ _. -=-- I� _.... _ @ d/2 from panel edge Item Side 1 Side 2 Side 3 Side 4 Side 5 Side 6 E xZ _ ,-2356�5 -3�.3�25 0 0 0 0 yz -35.3�25: -3 0 0 0 0 L 2�33�.�5 5fi.�2� 0 0 0 0 d $:625 8.�6?3� 0 0 0 0 Ld 175.20 574.64 O.OQ 0.00 0.00 0.00 749.84 LdxZ -377.76 -7075.26 0.00 0.00 0.00 0.00 -7453.03 Ldy2 -6361.78 -1723.92 0.00 0.00 0.00 0.00 -8085.70 bod 750 x3 -9.94 Y3 -10.78 xZ-x3 7.78 -2.37 9.94 9.94 9.94 9.94 y2-y3 -25.53 7.78 10.78 10.78 10.78 10.78 Ld3/12 1086 3562 0 0 0 0 dL3/12 6024 212564 0 0 0 0 Parallel to X - .y ` X � � 3� ` ; Ixx//X 114182 34812 0 0 0 0 I�oc//Y 121292 250938 0 0 0 0 lyy//X 17723 219362 0 0 0 0 lyy//Y 10613 3236 0 0 0 0 Ixx 114182 250938 0 0 0 0 3b5120 lyy 177Z3 3236 0 0 0 0 20959 Ixy -34812 -10613 0 0 0 � 0 -45425 Point A Point B Point C Point D x4= -1�31 -1�Z.33: 8 B Ya= -36:33 30;3�; -3�3123 -3533.�3 Vu/bod -0.147 -0.147 -0.147 -0.147 Mux-Vuy3 -4003 -400.3 -4003 -400.3 �YYIYn-Ys)-txy(x4-x3) -6.4285E+05 7.5353E+05 2.7984E+05 2.7984E+05 ixxlyy-Ixy2 5.5891E+09 5.5891E+09 5.5891E+09 5.5891E+p9 Muy+Vux3 -568.4440713 -568.4440713 -568.444071 -568.444071 I�a(x4-x3)-Ixy(Y4 Y3) -2.0261E+06 1.0004E+06 53904E+06 5.3904E+06 v„ -0.195 -0.137 0.030 0.030 v„max 0.195 ¢v� 0.247 Vc= (2+4/(3c)�fc b,d•- Eq. 11-33 ACI318-02 0.211 VC=(a.sd/bo+2}df C bod F Eq.11-34 AC1318-02 0.212 Vc=4�/f c bod f-Eq. 11-35 ACI318-02 �v� 0.211 ksi OK . ' JOB � JO'�l�'Y � NO. NISHKIAN 19P�Et�i1�1��l��� SHEETNO. I Q ��- / � � � CONSUITING AND STRUCiURAI ENGINEERS �I� �— � 1200 Folsom Street,San Francisco,CA 94103 CALCULATED BY �ATE � Tel:(415)541-9477 Fax:(415)5A3-5071 CHECKEDBY DATE �r�''�6 . . � SCALE �Y� �'�{'��i C/ � A �j G .� u � �� ! / � r,' = /�v��� f/ � dV�tAx (D7 (��J i ,2�' �� � - r�.� 4 �0 '2; � 2.� �� � Vy f UM ; � � � ��9�J � ��i ;� � c : � � �,, �-- `�� uo��l �,� r,�t�,..� . , �,MQ►�n �,ecc�� ,� � � r�l� �a� 6 = �y'� Ce�br4G o���s,o.�l � �. �� p��w�s��s , . � �,� - � � ,, �a� 4�,s���wt,� � G��€(, �y �p� � - b`� � — (� � ('�1�}.T�►.►,�-t_. [o �l Iw�77�Z ��, �L ow ��P�r�,T I,�'i�N �w� % C�s / /3� 6� �ru� � �� � � �� Zo�til. �y'.'I t� �b 7 ' // -�'c=S—�<r� ► , �� ��'�Gvp� � � �� ��'�1�C � �� . �j2�2�'� L% r� � 2�� � � �3) �� ,A-s - l� � s�y �� _��g xbo<<sr = l S EJ•�s � 5��� �'lC'' � � 1�,, - e�9x. l�$ x � 27 " �—s = ZI ZK_� ? �� � _ _ - _ . .:._ __ _ . .. - - Jpg � ��✓Y"i�p"''w7r V J��c+" NO. JL.':J7 � NISHKIAN �1�����ts�� SHEETNO. �F ' CONSUL7ING AND STRUCTURAL ENGINFERS '�" � y CALCULATEDBY ` ��L/ DATE _ - � 1200 Folsom Street,San Frencisco, CA 94103 - _ Tel:(415)541-9477 Fax:(415)543-5071 CHECKEDBY DATE SCALE • ��1�' D.L���O �.,, —� �'� .� ' y Y�i"� ' 1 �'� ` � � "�'� '�� . .� -� ��;7' -�"`'�� r�'---��"t-�'�t�;��� � �'"�� ��' C� L°S� (�'�-� i, ri �'���-. , � �(.r� ��ln��' o� ! x l b �1 titGt{ ��! �r'��� � �� �'�,-�= 1,� � �' �,��� � .� �� ��x �� � � d - -___.__-.`. . —r-�--�--�---' : —� �' ;�� ` ;� f 5` cc � �S�rw�Le - � �' '���G �b�r� � � ` 1 �� � — o ���� �:���, r� j � Uu � ��j� . ��. _ �_, �� � �_,�- �--`,,�-- ._...--°--_1- . �..�, ri i�±=L � „�;��1���,,� �t��'%::�'�a��'-�_ �a ��� ����'r O tv �i G� ��--����� ���� . ��� , � � �( ,. -� �� ����� ��'� �� � , � i j � ������ 9��3��� � i,� � ������ � ��������°"� � � �� � , � 3 � 4" � ! !� �� � '}�b „��! �Y ��j ��a�} �,,,�1 + �� �t, 'i� �� � �' ,��'� j'�,,� �'�;�"a�"' �� � T'�''t�'.i'� ��. � , , .�,�� ; � °l� .�a � �j � i�a..�J���,,.�rd.�,'j,�'�i := � � � �✓ t�,� � r� �� � Ssrl� t✓: i� s l'�1'+'a a 1 ��% i r � � � � , ��'� 4 Sr�,� � ' ��,��� - � ,�,�� r� -- '`3".,''$ ;.`� .�-� � 4 � � ,�-- -� °�� ! t '� ;� ! � ��,.,,. G�u,�a� ��'� � ti�n� t�t� �� ;���, r�r s � �P 2��tr�., �� � S r�►t�,�s �- �, V�1 , . ��'j G0 NC.� RR�K�G—9� t Sz�t�i-f . _, _ _ �� STt� � �-��_ . �GC�Y'fw� (s Nf�,�A , L}i.1! •st."-1.'�13fy _ - , _ uy'�_ - � - • _ -' S =_ "t_ � ! � 'j �'1 7 rt � s. ��s Tension Loads for Rebar Uoweis in Narmal-WeigM Caacr�te = � Teasian Cnad Based aa BortQ Strength Fensian lnad Basad� � � �� Rebar Urill Embed. Eriifpl Cr�icat n�SteeFSirengih � 3ize ,Bfl Depth Edge Spaeing ge x 290�psi�'f3.&MPa) �ck400Q psi(27.6 MPaj AS'�N[R6�5 - 9 No :Dia, in, `Oist. Oisi_ •'-6aoecetE Canerefe 6rade 6�Rebai ���e 5 for an explanation � fm�) ��. fm�r . in_ in. of the load ta6te icans (mia� �mmJ �IUmate StrF.Dev. RIIa�e. �ttFinaie Std.�ev_ AFfaw. lU[m�a6te � Ibs. �' (�Nj (hs_�ki�1� 15s-�Idfj Ibs:(kN):tbs-fi[t�E} Ihs_(Tdk} If�.�� . +� 41/4 fi 3I8 17 16,480 245 4,120 18,320 5b0 I 4,580 1. Allowa6le load must be N�e lesser of � #4 5� 1081 (162 432) 3.31 1.1 18.3) 81.5) 2.51 20.41 4,800 the bond ar steel sUength. (12•� 6 9 24 19,36U 678 4,840 14,36a 4,840 (21.d) 2. The allowahle loads listed under f52 229 610 86.1 3.0 (21.5) 86.1 � 27.5 allowahle bond are based on a 5 7�f2 20 24',60Q 2.598 6,45d 2G,�4� �,74Q 6„�9a -. safery factor af 4.0. #5 3/4 f2Z . �g F 03.41 11.6 6�7.1 . �5. . .Q� 7,44Q 3. Aliowable loads may be increased by E�5.9j 43{8 ' 141'l8 3712 '48.38Q 2,54'E 42,895 `'�ff,38� � � 12,095 . �3�.9) 33�h percerrt for sho�t-term loading � � 95 `s.�6 26 �3 S _8� due m wind ar seismic forces. 6 3/4 101/8 27 38;380 4,044 9,595 4U,500 1,533 10,125 4. Refer m allowable load adjustmerrt � 7I8 257 ' 70,580 factors for spaang and edge dis'ance h (i9-1) 11 1 255 65,02p ifi,255 (47.0) on pa�s 47&49. . .�,� 6 (4291 1,143 . 28921 14.01 2.3 289 � 2.3 5. Refer m Io-SeMce Temperawre � Sensibvity chart for allawable load Z #� 1 ' t E295 &� 2�2 5.0 �_t1 �.4 ' � : t4,40R adjustrnem for temperawre. ° �22.2) t3�18 i3518 52t�L Bt,5b6 3,5fS 2Q,390 8S,5b� � 2�,.34� (64_7) 6. Anchors are permitted m be uszd � 333 49& f1.3�et SS.g 90.? � ' p_a : within fire-resistive construcnon, � 9 731I2 3b 53,680 I 13,420 I 53,680 13,429 provided the anchors resist wind i �8 �y� 229 343 914 (238.8 � 59.7 (238.81 � 159. 18,96D orseismic loads only.For usa in (25.4) 15 221/L 6U 94,240 7,520 I 23,580 g4,24p ( 23,560 (B�t.3) fi�'��constrvction,me 381 5721 1,524 419.2 33.51 ! (10�4.81 (419.2 � 1p4.8 anchors can also be permitted ro - 40�{8 � 4r7l4 40 4f1 53,681t 7,977 43,420 53,68a � � i3,426 � he used ta resist graviiy loat}s, €g t 1/4 ' & �E}2S. 38':8 35.5�. f54 && � gE�� P�ovided speciai coasideratian has . (26.&� i6 7I8 2ff 3�& 6?iEt 1 i'[,�bff 5 753 ( 27,865 �1tt,4W . ' 2� F1��rB� heen given ta fire exposure 429 64 t.7f5 495. (25.6 t23 conditions. 11 1/4 16 7I8 15 76,U00 1,d08 19,000 76,000 �g,�p 7• Mchors are not permitted to resis #1� 286) 429 1 143 338.1 6.3) SA.S 338.1} ' fgq.5 ��p tensian for�es in overf�ead or wa11 (31.8) 1 iR 18 3/4 28 75 125,840 I 9,551 I 3'1,4b0 I t25,840 I I 3'1,46� (135.6) i��ons unless proper � 476 711 1,905) Sb9.8 (4251 139.9) 559.8 � 139.91 consideratian is qiven ta fire-exposurz 123IE �85l8 44tft 87,50af 3,498 2'4,BI5 BZ",50U ; � I �,,g7g and elevated temperature cond�ians. ��� �� ��`�� 47 �2�� � I t�.fi1 47.3) 38�F.21! : g�� , 8. Allowa6le load hasad on 6ond ��� strength may 6e ir�ryolated inr (�.B} 2R 5�8 28 82 fl2 t32,08� Y'k,297 � 33,029 S32,a8U�' � 33,o-2U � �iGG.Sk concrete eompressive strenqths 524. 7t1 2,096 587.5 50.3 4t46.4 �5&'�.5, 146:� between 2�J00 psi and 4000 psi_ Shear Lnads for Rehar Dawels in No�mal-Weight Cancrefe �= Stiear Lead�Based on S6eac Ena�Bas� � � �` Retrar �riiF EmSe�. CriticaF CrtficaC Concrete�dge Distaaee , art 5teaf 5tsength o Y-•. Size Bif flePth� Edge Spaeing �c r_2DUtF psk(t3.6 MFa� � RS€irE/E�t5 Na_ Dia_ in_ Oisi. �isi. Cancaete 6sade 6�Re6a� _ �mmj: i� �m�j irt: fa: •�}[timate Sid.Qev. kEEe�r. liBa�irah6e U (eim} (m�n} :[is.�8lt� E6��k� 16�fkl� tTts_� 4 1/4 15,15b ( 542 3,790 ¢ (12.7) 5� 168 (�6� (162) 15156 24 ' 3,790 (13�.6) y 152 67.d 7 0".9 z � � 24,245 1,7:21 fi,06� . a #5 3f4 �`27 T�f2 7�CZ 1D�.B ' 5�_F3F �F1k 4,74Q y (ti�9�� 43�8. �1��� (1�1f� 24.24a .. �u.06� f2t_t� � 6 3/4 7 g 8,300 1 ����e laad must 6e the IesseT of � � -91 6.73D �e�b��an co�creie edge � � • (257) . (2 33,195 (29.9 distance or sieel strength- � 2 The allowable loads based an cancrete � 286 147• � I 96.9 edge distancs are 6ased an a sa�fety 9 �3f4 ' 4T,0'C7 : 2,2?7 rtt,� (actnr of d.0. 2�'x` 3. Allowahle loads ma be increasxd � �7 .� t3F ' fi'�5/8 �S 5l8 4.9: 52 4.�8� y E22.2� 13'@f8 (295} y2?�a� 48,6'�Z � 'F1,75b @�EO_& y �'1 � 3�Y 2U9_ti g��, � 5 per�ent for short-term Ioadtnq due to " 9 58 B80 � 14�72p �wind ar seismic forces where permitted S �$ ��� (2291 13 i/2 I 131f1 261.9 � I 65.5 y2,pg5 Y code. � (25.4) 15 (343) (343) I 58,88U 14,729 ��_9� 4. Reier ta allawahle load ad�us�nerrt • factors for spacing and edqe dis�nce 381) 261.9 i 6a'.5) on paqes 48&50. �ff S� 5�,88a 1,487 �4r�2� 5. Rafer to In-Servica Temperature �2ff t��4 257 � 75 t�4 �5��/4 2F19:} . �6,fi� 6�.5 � ��„3t� Sansitivity chaR far allowable load � t42� E3'8�} f387a. 5&',88� � 84,72� I �68-�) adjusimefrt for temperatu2. 2��'g I ���`� r E. Anchors are permitted to be used . 11'I/4 65,840 7,120 I '16,46D I I wiihin nre-resistive canstructian, a'I0 2861 16 7/S � 16 7/8 242.9) 31.7) 3.21 19,43U 5 (3'1.8) 1 1rz 18 3/4 (429) (�t29) 65,840 I � y6,q6a I 86.� I P�vided the anchors resist wind or 4761 �Zgp.g I n3 21 � � sesmic laads anty. For use in ".�23�5 &�,401� 4,586 2ff,35Q l ����e cons�ucban,the anchors • ¥'�'� «j4 3�ZS) 4Z.7) ! g�k.5�. ! can alsa be permitied to be used to x&5B t8 518 23„83F} 34. t�� 24 5�8 ; resist 9ravitY loads,provided special � � 524. �4�3k (473p &'E,40Q � � � 2tl,35U � �106.2) consider�on nas heen'given�a fire � 36�.f! I 9Q.5 e:cposure cnnditians. q� �1�� DR1�l�VII�GS �,�!D v��ITT�1� �?�I E����� �'af='��r/�R!�G N�E-�E1�1 CO1�ST1�1�U�i c THE Q1�!G�i��,� ��� U1��UE3LiSN�D V'��RKS �� �1�N€�� �iVGl�l�i��, A��JC� �1�I�E 5f�'�E W�Y MAY I�O� t�� DUPLlCA1�ED, USED OF� DlSCLOSED WITHOJT TNE WRITTEN C�NSENT 0�= �THE Ei�GINEER 0 � � _ . � . A z � rT'I � Z z c7 m � r� 0 z � c � z c� r- z c� cn --{ �a c � ---� C � � r-- rn z c� z m � � cn t�..� 0 o . cn � . � � m � m Q m , � � � � a � � ��' � c7 C� Q � � � � � I_"i'.1 � � � � C� � Z � � � � � � ° � � � � CXt ;�.1 c�'i Ut ;P t.,.! N -' � � � � z , � � � � t� � `t7 �a `L7 'l7 C1) � C7 � � � � � /L1 -i � O 'C7 �.7 1-' i�l � 27 Z t"�'1 � (� 2. p � � � � � �,�`.,y � � � � Q �7 O � �✓ � � -�i C"rt7 � � � � �' � t�- � � tt� � � � � " '� r= � T+ z o F— �-r-� � c c� � � -� r 34 � � � � o � � �° � � � `� � y o � m z � � -,-� �`x� m �, � —�i � � (� � � --� c� � '�r.�. � � � � �,. -� � � � -�,-� � r�- Z � t-��t ,y- I'�i'� C�7 � I`�l �C7 � �'7') ;",� x? D Qf Q � �' � O 4 O d O Q !A � � r � � �. � x rn � � �7 �7 � � � � � � � � � � � � � � � � o o a o 0 0 � C'� C� � m GS '� �- � �p (� ..�'�, �o 0 0 0 0 0 � � �" -V31 � .._..� � � � _..{ � � � C � � � _�"") � �j � � � y, y, -O 1'r'1 U? CI? � �1 , � (/} T) � G7 �-^ � ,�„f � � � °��1 � � O O O O O O � t""' � � 1� -�r� m � O �.��.,. � p � � � �"'�" o 0 0 0 0 0 0�o m A �1 � � ° � 38 � � � � � �„ -�-� � m � � .� � o , a o 0 o n � � H � ("�"I � �L7 � C� (�l � ^i � O � � O O p � � � � � � � � r-�a,-� � � -�-� � ►i � � � -� � � � � � � � � � �— � oo � � � �° _.�.__�___ � � � � � ° ° � � � ° � � � � � � � - - � � � � � � � �-�, � � � o a �, ----�---- _-_�-__ � � � --� � � � � � � =� �__.___ _______ __.__ �.. �� - _ _u.__ _ _____a_ __ _ _ � � � ,�:, � � °n � -t � ���� v a c� o �� � � , `Z� � � � �, � a � � o c o o a o � � o 0 0 0 � � �} � � � x � � � � -4 � Q � � � � {� O O O O O O I � � (J O O 6 � X � '� � � i�" " Rl � � t7 (� O O " O {'T'j ,,..,� �" � 2 CJ Q t7 t3 {;} � ` � `�` G �T7 � � "�'-� 't7 K� � '� O O o O t1 � � O c7 O t7 � Z -�', Q � � � � � "�. 2 O C� O t3 O t� � � -P I��l � pp s� ` � - - - - .� � � � � � � � Gi -� � Z ' O q Q 9 (7 U � ri7 � �• __r—_i �y � � -�-.{ C� � � w � � rn � m � � � ' r � m o � c • � c�, -� : rn > � . � � ' i� ; ; , > , c� , . ' .- r fP.l o c (�-I --. "�7 "'''1 � � � � ! � c=� m m o � rn � � � � o °� �n -o �. � � � � � � , � � � � � � � � � •� � � � � � � o � � � x � � � � � � � � � � � G a7 � �; -< -a `�a C7 � � C7 � t'� � � � � � � � � \ r N O ~ � � 2 � C � � � � � � e c `� x il C� II �I i I i � �' G `�.t N � `G X � . � � II II II �, �: %�. � � -•,»1 �^ -+, � � t�t r-�- `°�- `' O O) � (3'? � � � � � .�` � o N �,�,,1 rn � �;� � m t�? 4 � �� �.,,��� � m° � � rn � a� � � � � � r � � � � � c� � � `� �c T1 c.�� � =� � m m m � � � � �„! rn �n ;p. c,�a tv -� � � O -� r � C� � � C�7 c.�ra� .--, Z c/3 (n � � � 1 ' 1 � � � m � � � G (�TI C�7 °�t7 � t��"t � C� m � � C;�� � � � � �3 Z �"J � ='� C°} �:? -i -i -�t� -�t C�.� � � � � � � � � � �C f�(� � � � 1 m � z I C"�' � t�1 C7 � � O "�� � �-�ri� � � t�-r-1 � � m O C"� t�f � � � '� �' � � Z �- C? C� ��„� �7 � � � ('�""''� � � �* {`rZ � G? � Z x � O--< � f°�"1 °°CI � ti,,.,! C'� "Q � '� � � � X � fl� �-' C �,� � � CJ� ['."."� '�'1 t!') ^r.W..� rtl7.. � "�-/ � p� G� � � � }{ � (`�T� '� � � � �" h,j� , .'"'"` � "O � � Q � � O ��..J � � � � � � � z � � r�-- � ° � SEE PLAN � � m rn � � � m cr� oo � c�a °o c, � c� �-- , cn c� � o � r- � � " ``"" t� c�.7 -� �'m -t rn m 1'> CLR �-�'„ � c�n �' o � �a o � � � �! �' � 1" MAX �'' rn ^ � y � � � c'� cr> t°n � � � �.' o � �-° f�.? � m � � � rn � r� � � � � � � � � � `r' � --� -�r -�-� °� c.� � ° � -� -.�. � ~ � � T �. m r- ..��.✓ � � � � � � � � �.� � � � � � � n v../ � m •�--+, �° � � °� � � m -� � '`_ � ) � c,rn`r� �,„ � 28 ""� � � c� r.�'"n c`�-y � cn �j � .� _. _ rn „ � ,� M-P � � � � � Q � � ��� 1..�� � �� � � � � ,� -a � c� � m CLR. �.~, I� � � � a � � �' � ;�p ° rY". �7 '�. C.� � �-�-y I�1 (f} �("� -°I � e.._._ � � O O O � .. � � o o a a o � 1'� � �* c�i"� � G� � "� �, .� ,,,/ � � c... � � � � � Q a o 0 o a a c� q '^�`'� � � � o c� o 0 0 � C� � � '� f A'a � � �.7 --� � C� {} b , l3 � � � Z f� � � +�1 � � � �-� "` --- ........�, � ` � ..,� 4 t3 O C3 O .p. t"�"1 �_ .._,._.__�_ �� . G> Q � �.a.�,. Z ___�_�._�_ .4_..�... S� n _ �. — 1 ..._ �:_�_ � -ia -I . t.15 . .�' ` C I � ;--� N � O' ._ � -F� � �- , -� r-rt . � > tn ___ :� � t� � -ck' ......_.___�___._....,�;„.___ ______ �' - _ I"� .... - .,_. �r---� -�` :�7 : ��----C:� t'1"1 � � o e3- o t� o � � -� ('r'1 _ � � � � , ' � C�? , C� N {-' , `� � � � \� . � � � 7> Y c'� �- �7 rn �"- '� � _ o a o a a a a ca o � ° ° .� � � I �-- o c, ,� � , � c� r-�'fi rn �_ � . ..__ .� _ _ m z _ _ �..�.�. m c-� -o � o r� c� � o 0 0 0 �7 o e� c� - o o , � f"7 7(� r.. I 1 m � -t� � � � � �� ' .,� � -r ' C7 z x .�. t"�I r"' � _ .�. . _ _____. � m � -� z c7 -� � � -� m � c � z� �y I I � � �.y ° ° "'�7 v m c.�� !`�,' " I I � o 0 0 � � r-- ,_ � � � . � _x..�.� � o 0 o n o � i-�n c"� � � '� � � � m � .�_._._.._ � � 'P ��-- � � � C7 � (J) � � � � � � O q O t7 q � � -� rn _ c-� � x �, �'"z � r- (,� rn � � � � o � ti o 0 0 0 � � � � � � � . �, � � � n � ;,� � � y � � � � � � a o a a c� � � r � � � � - . � ..� �,,, � ca o 0 0 0 � -�i iT' � �'1 -m-t _ � -< � ti o o a o � -� v, � �-�j � � �' � a a o 0 0 m � � � � � °0 -t ;Cl C7 C? t'> �. __._. p t} 4 Q O Q C7 t� � � � � � � �a .�.�" _:�. � � � � �. �o `� •�a x � � � � � � � � � � � � � � o � � (i � � -�j � � � N �► G � � � � ,�, --I O "'� � t�17 °�O ('�i-� y� � � � C"j � C�.� C,7 � � Z t_�"° C�J � � � N � � s � � r � ��"' � � GQ s 3t p c'� � � � m � � , � � � "�o c'� -{ � r° .-. � tn Z � � � r�- � � -a � -t-N �J �°r� s �.,, �" C1 � �,, � y,,. Ct7 � � p� C"'� � �p _ ;D r � � � � • � � � C"� C�7 m � � � � c c � "'� � I! _. � _... � c� U' c� c c � � � � x II i � � II Q i . -a. �. ``�1 C}� � +-+- � (,,,� � � � I � _,, -�. �-�- �-�- va ¢r� v °o v� �,, _ . x C) D �7 = � �/ � . . . . ... . . m r tt� � nt [� O � � ' -� +n m � � -+ Gll -�.. �" m � -�-I � -+ � _'` � � ",' � r�a r;� m � �' � � � "C� r W K.Jt � i � � °a G�'S 2 � t�it � � � rn .,,� . �. � �, � � _. _. �! ` �,,,�.,,�`�1�U1U�►�11��IM�� � � a m r � s� � � I�` � � , o o �� �`0�. ..,D��1/�f � � � � .� �� . � .� t, ' •:P�,•��i a� � �, � z � � � ,. . � • : �' : i z �' � �' �' � � � � � ��; .,,� Z;c�� � �, e n � � � C�} � � �. ' ��.{ _����� �+..:/�L:J����� 1�y � ,�. �'�� �,1 � 'n -+ � � '� r `{ � �? � A% O �, � 'v -�► � "' s� � � �.�` c-� ���1�����Y 2�t..�'C��U����' �i�/��`'... N����$� � � �° � ; �" � � � � �.°t � ��,� • ���., � ,� p � .., � � c-� �q1��R. �a�� � �' c +� �„ ,� ,� � � � � � \11�\��� � p � � ,�,. `�� . � ��� � � �ill�., �tJ�C}�'��.(7► `� r � � � � � � �„ � ,..- � � � _ _ _ _ _ _ _ _ __ .. __ .-___ A�� G�R:���VE�IGS Ai'vD ��V`F�i-�,��; IviAT��?A� t����c�Ri�iG N����I� CO�STI����E TNE C�i�i��lAC� I���3D Ul�P�JBLkSNED V1EORi�S 0� �NE ENGIit;EER A�1D -f-�iE SANi� �°V�Y �AY �10T �� D�J��ICATED, US�D QR DISC��SED ��IITNGiJT TI-fE WRI�E�1 C�NS�NT 0� THE EI�GIUEER O z � _ � a � � m � � z � � � � 0 z � c � z c-> � z a � � � c � --i c � � � m z c� z m rn � ' cn N O O C3� C'> C7 t-° C W ;J C37 f.3t �- GJ N -' � Z C/� t"�7 "t7 �- '�D "Q (./"? � C7 :� C �C '� � � � � � f°��l A °�O � � � � � C7 � -o � � r- -r� c� �. y'�, r�-� � m -;� G � A C"�'J � t� � 1'�rl �" -�''-� �'�' � �7 � t— � � �-- C C7 � � � � r � � � � � � � �rn„ c�� '~ � � � m `� �x Q �, � � ° ° � c� -�-+ � � �a -C tr� � c� � �a �c � � �„ ;� � � ,� .-,� c� � z � m -� cr> � rn � � m � � ?' � .�c�. o �' � � � � � �? x rn � � � � � � --� -� rn Q -o � � � rn s ,�'�- � � c1 c> � r'n c> '� ;� �- � cr� � � --� � � °--i r- � oo rrt --i � � � �'' �"' �° m -n � c z cn °° � � � � c� r � � c� c� y°„ � � m � � � � _ � � -+ °� C1� � c� � °n �- � � c,� � o ► y. -n z ('T� �,°, <�"-, � .`'-{ � � � �''�' m c�.-� � � � � p m ° � � ° m � -�'-i � o s � � �t3 C, -a'-` � � � -"'i � � ° !� � rn �J `�°x, � � � � o � � �- � � o � � c�i> `� � � � z c� � � � � � � � � � � � � � � �� � ° � � � � � � ° m � � �°o � � � � � ,� rn� � � � � � `.�rn ,c�-y � � � � r�- � � � c�n -� m � � � q � � � � � ` G� � ` r�v �'a � �Ti -°-i � t�s� � N� � � � � � °� y t1? � � -C7 Q � �CQ � �--i � � � � � �� � �� G� '� -p- i`1ri ?� � � � ; � Dc�, � �o -< -< c-� � � � p '`c7 c�i� '`,� � � --�r� � � ��,�... '��` � � � --I � _ fTi R'i . �. � . ,�,a � � t� —�!. . . _ _ �y . _-----��-. --- - � - -�' (J) � � �l"1 � CJI C.t7 � C ,,%'� � Z :TJ :L]= / ^--1 � , � � � � m � � � � � � 7�^ �.�. C} --�-I � -�_�� _. _�_ � � ..... � 't7 v_---- �. � - ------ � � Y � Q � rn m � � � � . \ � � � � - � � j 2 rm- I � c" 10" SLAB �,_�„ � � � � �, � � � �� �, � a w �� m � -� m ° � � '� .� T1 �� m � t,,,! rn t_n ;-P- c,a I�J ;--�* O � p � � c.�ra� � ,-., � , � � r t / � � � � � � �� � n�`i � m `'� C7 ta � �.�'7 � C7 � � C7 � -1 -1 -�j� .-� r, �'" c�`� � �°' � � -�C --t -o � � � � �� � � � - � m � C� � C� rrt rn V � m � c.� m rn ca c � c �? � � m � � c�s � � � � � o r' c�--i � c, rn ° � �M` �-- ____ �► � � �'" -+ � '�'" � x � cn � � �-° rn -i �r° � � „� m ('�j-`� _ � cr � �a C} � � -1 Cb � CI} t'�'1 � �' � �—'" � I`�"1 1 " I �y �.! --i� � �l '— y c� � � x ('�r'� `� °' � 7 MI . °°'' °v =�? `_' � � �"� � � -r� c7 �`' -�--� r�, �m ,.�,, � � r- � `< cn � � � � i- � ° � SEE PLAN ° � <��'`.. C,� �rn �� nx ,-, � � � � °' ,� � � ° � � ° '^ V cu cn c� � � r-'< w � � �, rn c� -� r� �' � � 1" GLR � � �� � � -� � �p � c-� � � �v � � c� m » -n ra� -0 1 MAX �' � ,--, � a c a� � � z � � m � " � � _ � �' � �T�E � �� ao z �� � � �. (�] �" ?> � � G� � - ^ � i ' i � �rn �.-/' � � � � °� X � � t� C=# „� -� � � * � � �� , T Z � -:" ;� � °iJ � C? � '"°'� C3 � � ��.� .._.s._..._� � /l� � �7-� {.!} � � �j � �", 1��1 �"�1") � °'� I�. � C�°3 A � � �A Cj C� f17 ° � � � m � � C!'� o � • ��� -i'1 ., C7 � '- �^'� 'n ..�. � ~1�~�""`�:�,,. ^ �.l � -f� .-�-1 � %tJ hJ i.�l �^ C"�' ,�" �� �� �.�� -�P � *'-- m .. � --� �,-� y. rn o0 00 � .�.,_._ ___.._ . c�°.� � � � --�� -n c� '� rn � CLR. p � * ��� � $ � � �-�G � � �-�--. �p � --�'< ,,�-(� �-�i-� ^�{�� . cn 9 '� _... C1'? � � I`� (� �'("� ^'-� �` �� , J' � � m � r�f��n �. � � ,. � � � � �,; � � ._..,,.���._. �.._�_..._ 3� Q � Z "`.� y� Ct3 f-F� Z (�'r1 � � `� � i � � � � C7 �7 � � m �--�° � I • T* Q � � � � � T ,�^� ! _. �- ._..._. tc��' —i � � —t �"� ,, � 4 .! �"�'"'� ..��.�� .... �v � Z « _. ��,v�_ � .-,. 00 t-�"1 �.� .-�. G'? C� � C_ _ � { � C1} � W --� C�l C I I ..., � o ._._ z �. � � � � , r�r . o t""" � I : �j � � �-r-� J rn � . . ; 2 cn � c�a ►'r"I "17 � � ._..-._I V 1 � c� � _ .--i .--. � c.� c-� ^�.�,� r- � c� o -..- -�- --_._...._ r� --� x , Y � � �' S' ---~' � °� '-' � c.,� ?� C? t— � � s � � t"' � '4: � � � � �k O O ,� � l� � � � rn m rn _ _ _ o .1 - �._ _ :..,� �� rn Z c-� ..,� r- � 0 � I � � � ___., � c-� � � �' i I � � �- �_.._� I ;r� � Q � _ I _ _ . �' _� __ _ �.. . -- -v -�-- w _ rn . �--� . m C`� ��rn_---------H � � � __.�..__ �__�.� � � � � k � c�r � �'7 fsl c.�r C � � ( � N t"�l x � � t'" � �.� -p � t""" � A � � - � � ( �' 'a' 3a^ t�'i Cfi} !` � ( - � � � � � � � �` +"�— "�'• '— � _ t�.� � � � � � � � � � Z �--,— ._ ---1 .� � .i � - �-, " j � �- �._.� rn ca _..��_I_ ._____ z � r""' � �., w � --� � -� � ' � * � �D ,.-. �. I � .��- � �.^�.t � � {: ._..� ... �„r,� � �i_�3s �� I � � m __ ._ � � f'�'1 ._._, � __..�� � .��.�.�� � Q � rn - o �i c� � � � 1�1 � � * � � -n � � � ;,� z cn �, -� � � r' I �'" c� � � � ra c> ca _. _ �"' �.,�_�� _.____. � a�-o �-�,a -+ � cc:� � �c - � , I � ,c�a � � � � I � � 4 -.�� � � � � � -�-+- � ��._._��� ��_..�_ ° � ' � � c o � � � ° �c � � �-, � s � c�-> � rr� ca � � °• � ,.`��u cn � . I m 'U G> � � y � ��„ � � � m � G'> Z � C—i.7 O � p � ___,_._ -- s.o__..._�_ �_.v._..� - -— - - � C/} —i Ca � � � � �. � c"� G�7 �" � � �° � � � � ` ° C77 � GJl `� � r�'- O °.'� -� � � � ����^.�...._n�_......__. � �- A � � � � � c� c m r' Z �" Z �" �� �-_ :� m �O C� � � � C'� `�, � � � -P I-� 'L'- � �{�t� �`JL� '�'-��' � O � � �,. � � � � � � � � G� � � � � � � � c � c � x II . � ._, C3t � O � � � � X � � --d � � t � . .. . . . . . ua m 4 "O uf �— � . x {a 3> � x � � m � �, _ . . � -{ m m m � � -�-� O C7 m d � � � � \`��.. ° r�1- � � _ �' � � =� -s C] -" � `.�°-. �'0 2 q � m r�° .,�..,« Cr� o . � � m `\.�. � ,�! (�� � � � � � �{ �` � �s, ,� r � N ("} C� O .'x � � � � � ;* � `�,��ti�.`ti���U�1�"1���� � � � v� � o �, � ___ 0'�,..�0l���l�j � �` � � -� � " � �' �' _ rJ °° T1 � " � •'�fj��j C� � � w z � � � � m z `(�"M`�1i/"'"�.�"�i is � � 4f� o �� � � � � � � cn c� E �,�.•• ,y ,�t tt� _ �t} � ������ ����h.J V.I�� %� � �:�� � K ' m p � y ,,� � .►�'►,.. � r � � � � _� ,C � '�'���'�W�� O�o �, � � � � �" � � �' -�-� �i�[.JI�G��t�C2ii'�G'.f% �.1�����C����' ��/ ��:•.....N` ``�S"�►�- � � � `° � i' a� n c� .:' � � e � � p � � .. � � � �r���������"���`` v �... � �° `� w � 1 a� .� o � � V�1�, �t}�C}�'�C�.t� � r ° � � � ° r � � � _ _ _ _ _ _ _ _ _ _ _ _ __ _ . __ . _ _ �L_�_ DR;?��ItiGS �P�G ���'RiTTE�I �I,�TE���� ����A�If�G r��i�El� CO��?STI;-UTE i�fE OI�iGI��Ai�. AND UNF�U��iS�-fED �'VOE�KS �� TNE ��EfVGi�E.�F� ,�NL� �Tl-�E S�ME WAY i��t�Y [�0T �E DUPLICA��ED, USED QR DISC�OSED W11�N��JT TNE WRITTE� CONS�NT OF TNE E�lGINE�R O � � z � D z � �i 2 Z � ` � t"�"1 �O C� O � . C/7 C � � G� D Z Q C/? � �C7 C C-7 --� C � � � �i � G� � � � � � � O O C3� � O . C/� � � c�o ;�.� cs� ca� ;� c.�r r.� ;-� � m °o � —�t � � --�i� � � m � � � � m � � � � � m„� n � � � � � � o � C� m c� � � m z' ,�''- � z� � ca � � � ca r� a ..�'-� `- � � � ,- '-� � —I � `n r- � � c� v' -„� � � ..�� o � � o ° z � �,�'.. � � � � x m -+ � � ° c-� -�-+ � � � � --< cn � -'-' o °z � a� o� m �„ � --�,� � c, -r� c� � z c� rn � ?�� �� � rn � � r�'n � � m � � �` a�o � � �" .-�-I � r = � � �? x rn � � � �a � C� z " —Ai -Q m Q -o z � � m z � � � � °z ° z' cn � `'' � c�-�-- � C° � c° � �C7 x � � � � � � c � y�. y�. -�r m � uz c.n � � � ___, c� � � � � y. c� � � � � � --i I� .. � �' c, � -� � � �'° �. � c.� � o �.7 C� c� -r� 1 c� � � �'' � �' -„i i-�l � �7 � � � � o � �' � � � ° '_ � � rn � ° � � � � �, � o �i � ° �7 � � �, r►-i � �a --� ,� � � —� rn �° �, � r�-- -�n � � � a � --� � � � „ ____ ______ ____., m � � � � m `��' c � � � ° � � !`�J __--- _--___ �' � m � � --� m � c;�' � p ° r�-' � � --I �, � „� � � c � r i � ���� ---___ __-__--- C� I�TI � C� C7 �— C7 � G7 � �-r� „� � � _.._r C� ('r� � f � �-G f Q � ='�= � � � � � � 1� I I f I � � {�.� m -i � c' � L J �J I I ,t�r� � .-�< o � � �.� � I I �. � „ �`'�"`�,. � z � `` 5 - -�--- --- - �- -- ------- - - - '''"' � �. rn � �-�n � � ~ � C7 I I � c> � �- c�s .. r�� r� I I � � ..�� -�o z I I �-j ! 6 k I �o z �. � � I I � I I 1 I ��, � � � m � � I i � I 1 ! I ; � � �a � �- � � ��n �'�' � � � � � � �� � � � � � � � �� c��� � � � � �� ���.����� ; --� � � ,� �..�:.�:.� _ � � � � �����rn . �_:._. ,-r-���� �. � � � � �Z��� � , � �� � s�� .....��._ � � � � — �" � � � � � � � � , � ,..�..� � � �...�.___. _...�.� .._ _._ .._ � , � � �' � � � � � � "'�'� � I M _.. ,� ..__... � � � �" � � � � � � _ .__._..... v_.._.._ -- ~�-�`",,,, � � � � 't� .y� .,. w` �.._.___I ��1�" � � � � � � � � m � � . . � � � "_ � � � {.� ��"f � r�„ Q � --� __,. t' /� r--°�. m r,__.,, �-- { �,,.,,,� �,,.r .r � � (� „ � �� �.,�� � � � � Q � � � � � � � � z �-' � � °`��` ;� � .� � `�`� 1_rl �. ° � � O � � C� � � r°' � � --I �.1'} � C�7 (— � =#� -�P � � �C7 � � rn � � � � � � � � -�I � � � � -,� (-�-1 � � m � � � � m � � � � � � �7 �p _ � � C7 � � Q TI C� ,=p �J �-.. � C Q � O � � � � �7 C7 � � m � � � � � � m � � � � a c� � -� _ m � � � � m � � m � � � � � � � � � � � � z � � � � � � � r- � � � � � � � � �� � � � � �� �� � � � -� � ° � � �� � m � � � �, �� � � � � � �. � � � � � � -� � .�,. �� � � �� v� � � � � � �' rn ;� °� �c„�i�, -t� m � � rn � � � � .�` � �t � � �� � .--�. � � � � � � � —{ -p � � � 1 � � CGy 1 1"' � ti3 C� �C � � -��p � t��t'1� � � F'�T'1 � m C!? —I � Q �,^ � � �? Z C� p C`) �� �7 � �`�l � m �'' � "�D �"' �{ � t"" � X S �V�'1 � � �� � --�-i � � � � � �' � � � °� C� m n � �� � � rn ��� � � '° � � � � X � � � � � � 7" MI . L�' � -c' � � � o � � ;n -n ca (� �� � � --< v� -n � � � r,-.,. � � � �EE PLAN ° --�< � � m m cn ocs rr� � cn ° �r � � �° z,-� o �-, � � '`' rn c� -Q m -i �?? j» C�R � c� � o � �a � � � �c' �"i c° � 1" MAX � � '"'' � ,� � � �z,7 � � m � � i � o � � �.? � � � _ � �,. cc:� r- � � � y'�, m � � � � (`TT'� � cr .� � -� " � � j"''� � � `��' � "� � � � � � � (_rf � m � � �.J f"ri C � � � �T1 'E7 'Z7 � � � Cf� _ '"'� c� � � � c� � � C'� � � rn � �� i� 4«7 C7 'P ^-i � �7 N � �*^ � �» � ��� ` ��� � 'O ` M 1"►l � "�'�} m � ,.r'�� � � v� � � � � � (�7 � � � � i'T'1 � ���. ''""" r= c� -� � .�," � � z m m � � ('1� °`� � � � c� ,� '� � °-' �" � �? � '-�-� t— — � -�r') � � � �-�j �-�r-� � ("F"'� `""�"� '�"� i s� / � � C�f? � � � -��-f � / C--17 � � --I � t-"" � � � "r"" t"t � � ---� 'C a � C.!) C � � ( ( ..._..... s n r �r __ � � rT► - . 2 -8 2 -� c� � � -�r rn I'"`"' � � _ � � ! � "`.� rn -c� :;� c.r� �, � c� ^�.,, r-- � a Y` c-� �— c� rn �" '� (` � c� o � � o � � _ m � c-� r-n -W - _ ._ - � -_. .�. ._.: � � e-> �' �a � .� � � I � � � Q ._._ r-�-� r— � � m � � -� � z c � %c� �y. I I ' �T► � �, p � �.....,.����.,...,....,....... ... ....�.. � � � � ( � � �� , � � '`'� O �-�(-� � � I �j -'"' , � � � � � � � � � m � � ----�-�-----__--------- _ � - I� , - -- - �� � � � � m � � -� c� --+ ,� � -a ,,,,,°.` � � --�'�'-i � � � �'` � � � � (T� _ m � - � � � � rn , z � � � � � � -� � �,rn -.� r-- ' U+ � � � � __ _ � � � � � c7 � o� t� X � i � � -°� "..� {� � C�.7 x � �^ � � � � Q � � � Q � �y � � � � � � � � � � � � O C�7 Z � � � � G'? � � "� � "� � � � ,,� � � °{ � C�7 °—'� t") GS y � � � � � � � � � � � � � O � � � � � �+` � 7�' a� �=°' t...,.' � � t7o � � � � � � m � �► �;, v� � � C � z Q rn -� � -� �: x II ° � � � _ °' I I I�i I � � � � a � � � � � � � 1 � --� � � -h �-� �, �, o -� �, - x cs y � x �' rn 3. —i O m � � r � � � � --{ m rn rn (� (� -{ Q '-�' .,.. m � � � ;� � � � � �� ° � � � m � � -� _P cSt o , � � °o �,^�j � � u�i � � m � Gr � � � � m � � �� � ��!; � " ,���A����1��'�����«�{�� � u � tn � O � � � � v�"i � � ("`} O C3 �+ � � ('1�� ...,�'"�����/// CJ '-: °3 m� � � m xa � , ,.. .� a z � �" OR .` j, ��1�/! °° � � +" z '�' ta -"�, 'es Q �7 -- '�'.'',D�I � � cn Gt w `� � Q /-y i'"�"»`* ""� Z�Y�r � a � (�'1 � � � p � '"` � :]E�V�:�. ��r../ ����,.s a��� ,�-� � �:��'- 'p: � � � ... � � � � . . ► , � ..., �, �„ �, a� � � � � � �� �,�' �f��/ /�'-`•. ����y�.�..`�� � .° o `� n uGrt � � � � �r�'[:'!��'���L2i i� �,�rf��'�c,�`. ,/�� � ��II��R.. .���tj�� v �' c � a+ n vr � � � t1���'�1����� � � � � � .a. 4 � � � '��.1�, �Q�C���C�.Q � � � � � � � � � __ _ __ _ . _ _ _ __ .