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Specifications
RECEIVED - €C JUL 08 2010 -13 t G D UILD COMPANY TUALA TIN VALLEY FI/ EANIP / ESCUE 16741.00 . . ISO II ASE SEISMIC PM TFO'!M SU 'MITTAL • CITY OF TIGARD v-a Approved [Al UALAT1IN OR Conditionally Approved ( I E C Project Manager: Hal Pietrob ono ` ��Att l ached [ ] Cell: (503) 679 -9177 Permit Number: gg E gob No: 73838 By: 1 1 a 4 S `1 0 AV • By: 6■ Date: 1, ft • Lb Single Source Electric '; I Solutions OFFICE COPY CLCa.oio - oo 9? E C Company * 2121 NW Thurman Street * Portland, OR * (503) 224 -3511 * CCB# 49737 Earthquake Protection Specialists, Inc. Oregon/ SW Washington/ Idaho/Montana Office for WorkSafe Technologies T;V_C 2217 NE 153rd Ave. Vancouver Washington 98684 Phone: 360-892-8818 Fax: 360-892-8819 Email: la itlon@worksafetech.com 6/16/10 Parts list specified for TVFR data center project. These parts are for two rows of 4, 700mm wide cabinets. 4-IBP1048 • 6-1BP1248 16- 700mm connectors 16- 750mm connectors Miscellaneous hardware including bolts, screws, ball bearings, straps and strap guides AffroXi tat Ore INIZ 1104 +0 scare. otie plATF012144 F0e. Ceti411Het usiny .cptauks k 1 au A3 0 ‘J. 4, I 75171141,1 71)0firtm 70 C01111. eplin tool. 7 t } _ y • - � Seismic Isolation Platform DIMENSIONS & WEIGHTS iillorkSafe Technologies Manufacturer of ISO- BaseTM Seismic Isolation Technology. mac p _ � � .- �9 �� i & � EIC44-ITS Seismic Isolation Platform INTRODUCTION The unique design of the ISO -Base Seismic Isolation Platform allows for a multitude of design and layout options Each "Plank" includes a top and a bottom with (2) Ball- N- ConeTM isolators. Planks are connected to one another with "Connectors" that bolt into front and • rear channels on the plank and are available to fit almost any size equipment being isolated. The open frame design allows proper air circulation and allows a space for cable management through a raised access floor, but platforms can be used on any type of floor. Assembly of the ISO -Base Seismic Isolation Platform is not a complex process. Planks are re- usable and re- configurable should it be necessary to modify an existing platform. This document features a description of the most common size planks with their weights • and dimensions. It also features information on the ISO -Base Connectors, "L Bracket and Flat Bracket Kits, as well as other ISO -Base Accessories. / ijnill\ \ ..„,„, , , Wo r , ?.........,...:‘,.... Copyright © 2009 WorkSafe Technologies - Valencia, CA 91 355 - All Rights Reserved • www.WorkSafeTech.com • . 17q j T+ . c� ,� "vr1' I� 1 a`- NI S i' N S Sc. 41 E u -1 I �J L Seismic Isolation Platform 10.75" ISO -BASE PLANKS 32" When specifying the ISO -Base, you will need one more < r plank than the number of cabinets in a row. A stand -alone - 7 31:. y cabinet requires two planks. Two side -by -side cabinets :, : ni„,; require three lanks.. Three side-by-side cabinets require . q planks y 7ti',..Z :: : + ''� l 1 l ' �' `? four and so on 42" O ..: , . "`'::. p.... PART # DIMENSIONS WEIGHT (W xLxH) ■ — - - IBP 1030B . 10.75" x 30" x 3" 51.30 lbs . r IBP 1033B 10.75" x 33" x 3" 54.41 lbs : :,i ' .1` : ,; .: : : :,. ' , - IBP 1036B 10.75" x 36" x 3" 57.25 lbs .../.—........—..0. '—y IBP 1039B 10.75" x 39" x 3" 61.00 lbs • 10.75" 10.75" " ' . .... Top view of a stand -alone IBP 1042B 10..75" x 42" x 3" 64.00 lbs ISO -Base Seismic Isolation Platform IBP 1045B 10.75" x 45" x 3" 66.75 lbs IBP 1048B 10.75° x 48" x 3" 68.00 lbs Pictured above are two IBP 1042B planks connected by four 32" connectors. The platform dimensions are 32" wide IBP 1054B 10.75" x 54" x 3" 74.60 lbs by 42" deep - the recommended size for a single 28" wide by 40" inch deep server cabinet. IBP 1060B 10 75" x 60" x 3" 79 80 lbs Both the dimensions and weight listed represent the total for both the top and bottom pieces of each plank. These weights include isolation bearings and all hardware. Weights may vary slightly from unit to unit. • IBP 106083 IBP 10548 = =;r„ • • IBP 10488 ' N= 1 y : } IBP 10458 t :2 181 . Tr °_ a;�1'' -s IBP 10390 .--. F �� . IBP 10368 " ' < , a - I ' IBP 10338 i:74- •., t • IBP 10308 • 1 " • ' a s u s c h at r„ ,_i 54" 30" . 33 , 36" _ - ..s - wR . - t'. 'r; • f t:' � `',3t i-- ,`� y i lr� a. ----.,?-.J ; r = :-F i t 10.75" 10 75" 10.75" 10.75" 10 75" 10 75" 10 75" 10 75" 10 75•' Copyright © 2009 WorkSafe Technologies - Valencia, CA 91355 •• All Rights Reserved - www.WorkSafeTech.com � n.�i u`a� 6 ' *.:v ,., .. �: �yENS NS 8 H1f Eiii -1-ITS Seismic iseiaton Platform 12.75" ISO - BASE PLANKS 26" 24" 26" When specifying the ISO -Base, you will always need one . . more plank than the number of cabinets in a row. In this f f ' 1 example, three side -by -side cabinets require four planks .. 42" .. Q.. pp . . .:... .. .. .... - rte • r- - ' ' Y PART # DIMENSIONS WEIGHT I: w e? (WxLxH) s .. ^ : 1:1 -f: x =.,_:n - 4-,'s? :u,:.,1-' �— IBP 1230B 12.75" x 30" x 3" 60.00 lbs • 10 75" 12.75" 12..75" 10.75" Top view of a multi -unit ISO -Base Seismic Isolation IBP 1233B 12.75" x 33" x 3" 62.70 lbs __ Platform used for three server cabinets. IBP 1236B 12.75" x 36" x 3" 65.30 lbs Pictured above are two IBP 1042B planks and two IBP IBP 1239B 12.75" x 39" x 3" 72:00 lbs 1242B planks. 12.75" planks are typically used in the middle • of multi -unit rows and 10.75" planks are used on the ends. IBP 12428 12.75" x 42" x 3" 75.25 lbs 75" planks are connected by four 24" connectors in the IBP 1245B 12.75" x 45" x 3" 79.25 lbs middle and eight 26" connectors (four on each end). IBP 1248B 12.75" x 48" x 3" 81.00 lbs Connectors are usually two inches longer than the " width of the cabinet on the ends of multi -unit rows. The IBP 1254B 12.75 "x54" x 3" 89..65 lbs middle connectors will be sized to match the width of the IBP 12608 12.75" x 60" x 3" 95.70 lbs cabinets Both the dimensions and weight listed represent the total for both The platform dimensions are 76" wide by 42" deep the the top and bottom pieces of each plank These weights include recommended size for three 24" wide by 40" deep server isolation bearings and all hardware. Weights may vary slightly from cabinets. unit to unit IBP 1260B IBP 12548 ' x%t IBP 12488 - . LL' IBP 1245B 3'x ' IBP 124213 :-1` "- }=?' - • i a: IBP 1239B '-'"- ? "- `'_= IBP 1236B ' if " s IBP 1233B ' 21 -f e1 -;— -- _ IBP 1230B "'• ?3-` x„,.-•:,,7 1 45 48" :L. rte - . 42 36 39 .. 33 " . • 30' --- - r a• i ; 9�`n c S-, '�nay r a �fi t + L � ''* j, N;4 12 75" 12 75' 12 75" 12 75" 12 75" 12 75" 12 75' 12 75" 12.75° Copyright © 2009 WorkSafe Technologies - Valencia, CA 91355 - All Rights Reserved - www.WorkSafeTech.com • • A., " 2 a 8 D1MENS?ONS g 2�EIG'H tr:, Seismic Isolation Platform HEAVY -DUTY ISO -BASE PLANKS 26" 26" • • . • �y I rT' r) Heavy -Duty ISO -Base Planks are the same as our Er 1 rt o ti ystandard planks but feature the addition of a third ' y4 � ` tt ,- Z ' P ,'l f ; Ball- N- ConeTM Isolator in the center of the plank to increase - • - = the weight load capacity. They can be used in the same row - - with standard planks.. • 42 * a= i i t -- - - -.. .-..::-.‘2'.-5 PART # DIMENSIONS WEIGHT - .. :.... (W xLxH) g • IBPHD 10428 10.75" x 42" x 3" 72 70 lbs �1 :z ....._. _ ' • ' " • I , �' ` IBPHD 1045B 10..75" x 45" x 3" 75 50 lbs ~� -4 0 --6.- IBPHD 10486 10 75" x 48" x 3" 76.85 lbs 10.75" 12.75" 10.75" IBPHD 1054B 10 75" x 54" x 3" 83 60 lbs Top view of a multi -unit ISO -Base Seismic Isolation Platform featuring Heavy -Duty Planks used for two server cabinets. IBPHD 1060B 10 75" x 60" x 3" 88.75 lbs The above example is a three plank platform, used for IBPHD 1242B 12.75" x 42" x 3" 8420 lbs two server cabinets. The right and center planks are IBPHD 1245B 12.75" x 45" x 3" 88.25 lbs Heavy -Duty planks, while the left is a standard plank. This I configuration would be used for a standard cabinet on the IBPHD 1248B 12.75" x 48" x 3" 91.75 lbs left and a heavy cabinet on the right. ....... ..... ........... . IBPHD 1254B 12.75" x 54" x 3" 98.60 lbs The weight capacity of both our standard and heavy duty - - planks will vary depending on how they are configured. IBPHD 12600 12.75" x 60" x 3" 104.60 lbs Your WorkSafe Technologies representative can assist you • with determining if Heavy Duty planks are required for your Both the dimensions and weight listed represent the total for both layout. the top and bottom pieces of each plank. These weights include isolation bearings and all hardware Weights may vary slightly from unit to unit. IBPHD 10608 IBPHD 12608 IBPHD 1054B ,..,, IBPHD 12548 ;:1F IBPHD 10480 I a _ IBPHD 12488 i L -' IBPHD 10458 �" ' ' ' ' _- IBPHD 1245B r; IBPHD 10428 f ' r • - - • ' 1. IBPHD 12428 " . - _ ri S ,, a r:_ - •_: '- - ...,., - �i i -- I _ - _ - .' 1 4may _ �� rl 48 54 �t 2 t r_ _ r 54 } . . ,? •.d 4? r . � 45' a ' " = . I i j 48 ti _ -. ... F' N - - 7. ^ -1 : - 4 1. _ -' - 5 1 . 4 1 - MI '. �� r J Y 3 + y -. L.2. 4t- S�f' ^ — —� �_ 3. :15; I �r :: ,t:, - - 10 75" 10 75" 10.75" 10.75" 10.75" 12.75" 12 75" 12 75" 12.75" 12.75" Copyright © 2009 WorkSafe Technologies • Valencia, CA 91355 • All Rights Reserved - www.WorkSateTech..com ISO IPP3i-r-ase" DIMENISRONS & WIE4C."'HTS Seismic isolation Ftatfcpnn ISO CONNECTORS The ISO-Base Connector is included with the ISO-Base Plank #1 Plank #2 Plank and is used to connect planks to form a platform Four connectors per cabinet are needed to attach one plank to another. Up to (4) are included with the purchase of each Front view of stand-alone platform for a single cabinet. ISO-Base Plank. Connectors will work for either 10.75" or Set-up consists of two planks and tour connectors. 12 75" planks.. They will also work for the middle of multi-unit rows or for the ends with no modifications. Connectors with special hole patterns are available if needed. Plank #1 Plank #2 Plank #3 l • A multi-unit platform consists of more than two planks. There will be four connectors per cabinet.. This example is used for two cabinets. 23.5" Connectors are available in almost any size. The sizes listed are • • • just a sample of what is available. The weights above are listed 24" individually and for a set of four. Weights will vary from unit to • • unit. 25.5" • PART # DIMENSIONS WEIGHT WEIGHT (WxLxH) (each) (x4) • 26" IBC 23.5 1" x 1" x 23.5" 2.57 lbs 10.28 lbs • • IBC 24 1" x 1" x 24" 2.60 lbs 10.40 lbs 27.5" • • IBC 255 1"x 1" x 25 5" 2.75 lbs 11.00 lbs misig • • • • • . 29" IBC 26 1" x 1" x 26" 2.80 lbs 11.20 lbs • .... . : IBC 275 1" x 1" x 27.5" 3.01 lbs 12 04 lbs 30" • - " " " IBC 29 1" x 1" x 29" 3.34 lbs 13.36 lbs • 31.5" " " •"" • amme>$1. IBC 30 1" x 1" x 30" 3.41 lbs 13.64 lbs _ 34" IBC 31.5 1" x 1" x 31.5" 3.54 lbs 14.16 lbs 4 IBC 34 1" x 1" x 34" 3..69 lbs 14.76 lbs 35" • IBC 35 1" x 1" x 35" 3.75 lbs 15.00 lbs Copyright C 2009 WorkSate Technologies - Valencia. CA 91355 • All Rights Reserved www.WorkSateTech.com . , ' , � � DI ENSt0NS : JEtGAI S Seismic isolation Platform ISO - BASE ACCESSORIES ISO -BASE "L" BRACKET KIT Immi ":11..] Ei IBLB 2555 To isolate different depth cabinets on the same platform use the ISO -Base "L" Bracket kit. The "L" Bracket kit is designed to connect different depth 32.375" 4 r planks together in order to configure a multi -unit platform • IBLB 2555 ai : 't ' Ni for different depth cabinets. y 5 . . • The ISO -Base "L" Bracket kit consists of four brackets for 26' 17.625" the interior of the connection and the exterior on both the � "` top and bottom planks. • •��: s:, in -. . . Q. :. . 60" Contact your WorkSafe Technologies representative for c, N a::: more details. 42" P:23'-r:-..4 .- PART # DESCRIPTION WEIGHT IBLB 2555 (2) 5" x 5" "L" Brackets & 2.0 lbs 26" 24" • II 26" (2) 2" x 5" "L" Brackets Top view of a multi -unit platform configured for two IBFB 7510 (2) 3/4" x 10" Flat Brackets 1.2 lbs smaller depth cabinets next to a longer depth cabinet. IBFB 7511 (2) 3/4" x 10" Flat Brackets 1.3 lbs IBFB 7512 (2) 3/4" x 10" Flat Brackets 1.4 lbs ISO -BASE FLAT BRACKET KIT MI IBFB 7510, IBFB 7511, IBFB 7512 The ISO -Base Flat Bracket is used to connect two adjacent IBFB 7510 planks together to form a plank that is extrra wide. It can also be used to connect two independent stand -alone . ry r - platforms, when there are weight or space concerns. -�? ( i rt ` rte+ F. Y, S -4 Fez - t' • sue , .il:; .'• The three standard sizes listed are used to connect • • - different width ISO -Base planks. Use the IBFB 7510 when co' :'' =m m..: oo: ' . :-: connecting two adjacent 10.75" wide planks, the IBFB 7511 42" ••.. ' c1 .:: • .. = • when connecting an adjacent 10.75" and 12.75" plank, and — -- a . Q; _. a .� the IBFB 7512 when connecting two 12 75" wide planks. Custom sizes are available upon request. - - I. -- : ifs =` _ =. Each ISO-Base Flat Bracket kit consists of two bracket ' r� _� , ' r. ' . ' � .. for the exterior connection of the top and bottom plank. If _ �` — connecting both front and back of the planks, two kits will 10 75 10.75" 10 75 10. 75 be needed Copyright (C) 2009 WorkSafe Technologies - Valencia, CA 91355 • All Rights Reserved • www.WorkSafeTech.con-i 1 T ` '[ a 131MiENSIONS $c rE 1 1-HTS Seismic Isolation Platform INSTALLATION EQUIPMENT Transfer Platform IBLR 1239 • • V ®v 39" =- k..00 19 • A PART # DESCRIPTION WEIGHT • IBTP 345.2 • IBLR 1239 2 12" x 39" Loading Rams 25 = ° :: _- - ..........: - .-._..__ .:.: _ _- • IBTP 3452 (1) 34" x 52" Transfer Platform 70 lbs .:.:.:::. . < l ISO -BASE LOADING RAMPS AND TRANSFER PLATFORM 52" IBLR 1239, IBTP 3452 The ISO -Base Loading Ramps and Transfer Platform are used for installation of cabinets atop fully assembled ISO -Base Seismic Isolation Platforms. Cabinets with wheels can be rolled up the Loading Ramps directly onto the Platform, or they can be first positioned atop the Transfer Platforms when there are space constraints In the event that cabinets cannot be disconnected and temporarily relocated while the ISO -Base Seismic Isolation Platform is being assembled, our Hydraulic Lift System is the answer_ Contact your WorkSafe Technologies representative for more information or visit our website to download the ISO -Base Platform Installation Guide. • • • • Copyright © 2009 WorkSafe Technologies - Valencia, CA 91355 All Rights Reserved - www_WorkSafeTech.com • • • Warrant y Statement The following serves as a wananty statement between WorkSafe Technologies and the customer /end -user of its products in order to create a common understanding related to earthquake safety. WorkSafe Technologies is dedicated to providing its customers with innovative, well - engineered products and services that effectively reduce the potential for injury, minimize hazards, and protect assets, should an earthquake occur. The unique nature of our business forces us to pioneer exciting new ground in the engineering and development of fastening products, services, and safety technologies Products. WorkSafe Technologies fully warrants its products to be free from defects in workmanship or materials for a period of 3 YEARS from the date of installation by WorkSafe Technologies technicians Installation. WorkSafe Technologies fully warrants the workmanship of its product installations to meet the satisfaction of the customer at the time of installation, subject to a walk - through by an authorized representative or agent of the company • Performance. WorkSafe Technologies specifically disclaims any warranty as to the performance of its products in a seismic event. While WorkSafe Technologies utilizes advanced engineering support and product testing in an effort to design and manufacture the most effective seismic mitigation systems available, the potential magnitude of seismic forces, when compounded by the effects of numerous other variables in a seismic event, cannot be fully known. Copyright© 2003 • WorkSafe Technologies • Valencia, CA - All Rights Reserved INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY (I. S. A. T.) Custom Engineered Seismic Bracing of Non- structural Components INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY Submittal Documents STRUCTURAL CALCULATIONS AZH JOB NUMBER: 10 -2052 Date: June 30, 2010 EQUIPMENT ANCHORAGES TUALATIN VALLEY FIRE & RESCUE COMMAND AND BUSINESS OPERATIONS CENTER TIGARD, OR ti rTY OF TIGARD Client: EO PROF y � G ` ` ( ;�p;�m,ccl (X] EC COMPANY 712B8' r I •.: .t:,_ I..r l i�il,,w [ 1 - Attached [ ] _�, • - 0 I r t I x � : G�'L� Prepared By: io "e . , . • 1.1.514514 w 1� A 1- r.` 1 8 Kn C=I-C 2-0/0 -6O/ b 'EXPIRES: 06/30/ 11 I SITE COPY Consulting Engineers AZH consulting Engineers 10175 Sw Barbur Blvd., Suite 200B, Portland, OR 97219 Ph: 503 - 892 -9700, Fax: 503 - 892 -9797 International Seismic Application Technology 14325 N.E. Airport Way, #113, Portland, OR 97230 This set of calculation is based on the loads and assumptions stated within the set. If these loads and assumptions are not correct, this set should be revised. The adequacy of the existing structure is the responsibility of others. • • 14'-2" • 10" 4' -2" 4' -2 4' -2 I0" • a in • • • I • • • • N 1A • GENSET OUTLINE . (MAX WT. = 1 9,308 LDS) ANCHOR TO CONCRETE, • • TYP. OP (8) • • O PLAN VIEW GENERATOR 1 & 2 3/8" = 1' -0" • • • EQUIPMENT • • 5 /8" 0 NAS W/ 11ILTI 111T -RE 5 ADI 5" EMBED. (E) CONCRETE SIAB BY OTHERS am • u I i • . • nn un nu z • • • I' -0" MIN. CONNECTION DETAIL �2p PROFFs 1 A 1 1/2" = 1' -0" �c L NG I NE4 /c V 71266PE STRUCTURAL DRAWINGS DRAWING INFORMATION No ' EGO if 079 TUALATIN VALLEY FIRE & RESCUE ORAwINC FILE: l FA T v COMMAND AND OPERATIONS CENTER DRAWN. eY: DS _ 10 -2052 . 'S' /. • IO. P CHECKED HY: Ncr • Y 4 8 K p M P Cat :whim Engineers TIGARD. OR DATE 6/28/2010 SHEET DATE: REVISION 1: • 1e n rs emir gat sn teN EXPIRES: 6/30/11 Perreme4 OR rrzia SC REVISION 2: SK— 1 A 5911141.11100 h s6fe9LfA7 SCALE: • 18' -2" 5'-7" - - i 5' -7" 5'-7" r 1 _ x _ FUEL TANK OUTLINE- 2A ANCHOR TO CONCRETE, (MAX WT. FILLED = 50,000 LB5) TYP. OF (5) 0 PLAN VIEW 4100 GALLON FUEL TANK 3/8" = 1' - 0" TANK BABE CHANNEL, I BY OTHERS / / 3/4' 0 H I LT I KB -TZ 7 1 / WI 4 3/4' EMBED. / -(E) CONCRETE SLAB BY OTHERS ` I I r - H • d z r4 I' -0" MIN. <,56.20 PROFESS CONNECTION DETAIL ,� ENG 0 4, 2A � , '' 71266PE 1 1/2" = 1'-0" 1..... STRUCTURAL DRAWINGS DRAWING INFORMATION JOB Na 01 ON „ / TUALATIN VALLEY FIRE & RESCUE — DRAWING FILE ° T ` L , COMMAN AND OPERATIONS CENTER DRAWN BY: DS 10 -2052 '�� A • O Q` CHECKED — SI Na q o K 0,1,4\‘' C'niuuffin Engineers TIG ARD. OR DATE: 6/28/8T 2010 , Duly Mx SOL MOD • GATE: REVISION 1: 10175 5 EXPIRES: 6/30/11 I Portland, OR 97279 DATE: REVISION 2: SK- 2 A 3011!2!7119 h *t 5177 SCALE: 4'- I " - 3A . 1 G►■ •:l - — 3' -9" • SWITCHGEAR 4'- I O 5/8" MAX WEIGHT = 2 155 LB5 ANCHOR TO CONCRETE, TYP OF (4) • CI 1 _ I O I/2 3 PLAN VIEW PARALLELING SWITCHBOARD 1/2" = 1 -0" • . / EQUIPMENT • Y2' 0 IIILTI KB -TZ W/ 3/4" EMBED. „. AI (E) CONCRETE SLAB M BY OTHERS . II Z / • U . • - f I G" MIN. • • r PROF£s CONNECTION DETAIL G1 NEez 04, 3A 1266'E l 1 1/2" = l' -0" ' STRUCTURAL DRAWINGS DRAWING INFORMATION Jos Na 411014 GO TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: Ole • A::. ' r 9� �' C OMMAND AND OPERATIONS CENTER DRAWN BY: DS 10 -2052 9y, • 10 • 4P CHECKED 9r: 48 K pM P Cnn�aflinE Engineers TIGARD. OR DATE: 6/25/2.010 — SHEET Na Bahr See DATE: REVISION I 10175 SI Bm EXPIRES: 6/30/11 I Portland. OR 97219 REVISION 2: SK- 3 II 522 !s 59219L1117 : • • 3'- I O" • n 4A AT52 • 2' -3 1/8" IMAX WEIGHT = 2 155 LB5I • • • - - ANCHOR TO CONCRETE, • • TYP OF (4) • • 4 PLAN VIEW ATS2 (BTPC 1200) •• • 1/2" = 1•-0" • • • EQUIPMENT • • • • ' V 1 H TI /2 0 IL KB T Z • • 1 • W/ 2" EMBED. (E) CONCRETE SLAB BY OTHERS 4" MIN. .1 � c 5 L PROFE CONNECTION DETAIL . `� E,�G I NfER 0 4 , 4 A 71266PE l 1 1/2" = 1' -0" �� STRUCTURAL DRAWINGS DRAWING INFORMATION ,�pg Na • ' EGO 0A) TUALATIN VALLEY FIRE & RESCUE DRAWING RILE: ' I 0 ti P COMMAND AND OPERATIONS CENTER � � DS 10 -2052 • • 4B K AM P � Consulting Engineers TIGARD, OR DATE: 6/25/2010 - SHEET Ms NITS S9 Raptor Mad Ste MOD DATE. REVISION I: • I EXPIRES: 6/30/11 I Portland. OR 97219 DATE: REVISION 2: SK- 4 A =ISIS= h 503C0-9l9r SCALE: . • • • r .3'-6" .3'-6" { • .. MAIN SW CHGEAR 3' -0" MAX WEIGHT = 2600 WS 5A ANCHOR TO CONCRETE, TYP Of (4) © PLAN VIEW MAIN SWITCHGEAR 1/2" = 1' -0" /— EQUIPMENT /2 0 HILT! KB -TZ W/ 2" EMBED. / 4.41 / (E) CONCRETE SLAB Mil BY OTHERS i U 4" MIN. I kk�t i 1 .0 . . \C- PROFESS CONNECTION DETAIL �5 GIN o �� ER ti 5A z 9 1 1/2" = 1' 1/ -0 " � 71266PE _ STRUCTURAL DRAWINGS DRAWING INFORMATION _ joB No p TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: ' ` L . COMMAND AND OPERATIONS C DRAWN Eft: DS 10 -2052 l O P CHECKED BY: SKEET q B K AN` Con- .kint Engineers TIGARD, OR DATE: 6/28/2010 Ms DATE: REVISION 1: 1017557 mi,' Rd Ste. DM EXPIRES: 6/30/11 Portlomf. OR 7Z1 DATE REVISION 2: SK 5 A. 5112.1113708 SCALE: - -2' -6 1 /8" - 75 KVA XFMR n 0 6A 1 ' -8" MAX WEIGHT = 800 LBS .I 0 ' \-- ANCHOR TO CONCRETE, TYP OF (4) 6 PLAN VIEW EXISTING 75 KVA TRANSFORMERS (T2A, T2B, T2C) C 1/2" = 1' -0" • EQUIPMENT / EQUIPMENT ' / JAM NUT JAM NUT ti/ I / ' 0 HILT! KB -TZ %2' O HILT] KB -TZ /� W/ 2" EMBED. / W/ 2" EMBED. / VIBRATION ISOLATION PAD - , VIBRATION ISOLATION PAD 171 / / (E) CONCRETE SLAB ICI (E) CONCRETE SLAB :::::::;i7:',:.. / BY OTHERS , -- BY OTHERS II ii 4" MIN. 1 4" MIN. - \_" --- \_/ - 7 SLAB ON GRADE PAN DECK 6A CONNECTION DETAIL 1 1/2" = 1' -0" ��p PROFF r v \�� � I NE ��1G £R s /°k 71266P I.( STRUCTURAL DRAWINGS DRAWING INFORMATION o N -.RECD TUALATIN VALLEY FIRE & RESCUE DRAWING FILE 9 F ' ° . 10 . ti� P C OMMAND AND OPERATIONS CENTER CHECKED BY: DS 10 - 2052 � � B K A M P Nts Consulting Engineers. TIGARD. OR DATE: 6/25/2010 SHEET DATE: REVISION 1: 10175 SI BmAc Bbd 56. MI EXPIRES: 6/30/11 I Pu.u�4 OR 97219 DATE: REVISION 2: SK- 6 Pk RIMS= 1: slum= SCALE: • • • 8A 4'-0" 6 3/4" TYP. UPS /M BC/BA ITERI ES 2'- 10" MAX WEIGHT = 6637 LBS 0 SEISMIC BRACKETS (BY OTHERS), TYP OF (3) 8 ANCHOR USING EXISTING MOUNTING BRACKETS, TYP. OF (4) � PLAN VIEW TYPICAL FUPS1 AND FUPS3 • • 1/2" = 1' -0" • • • 8A 4 • r 2'-0" 6 TYP • AN RACK • 2' -5" UPS /MBCBA FRIES 2' I O" MAX WEIGHT = 6637 LDS • . SEISMIC BRACKETS (BY OTHERS), TYP OF (3) 8B ANCHOR USING EXISTING MOUNTING BRACKETS, TYP. OF (4) � ��p PROF PLAN VIEW FUPS2 v �5 L N G 1 NEF O, 41111, 1/2" = V -0" • • 71266PE ! • STRUCTURAL DRAWINGS DRAWING INFORMATION JOB Ho J , EGO TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: sA DRAWN BY: DS 10-2052 � . l 10 • ��P� COMMAND AND OPERATIONS CENTER CHECKED 8Y: B K plt P Canon/zing Engineers TIGARD, OR DATE: 688/2010 SHEET Na DATE: REVISION 1: 10175 SI Odom Bbd 54 7011 EXPIRES: 6/30/11 I Portioauf. OR Z'sau9 DATE: PA 5111:0-171:0 SCALE: REVISION 2: - 7 • • • • 4' -8" • • • $A 4'-0" 4'-0" . • • i . 6 3/4" TYP. • I ! - - I I 0 m. • • UPS /M BC /BATTERI E5 2' I O" MAX WEIGHT = 8427 LBS .. 1 SEISMIC BRACKETS (BY OTHERS), ANCHOR USING EXISTING 8B MOUNTING BRACKETS, TYP. OF (3) TYP. OF (8) 8 PLAN VIEW SUPS1 1/2" = 1'-0" • • • NOTE: DETAILS MAY BE USED AT I ST • MOUNTING BRACKETS FLOOR WHERE CONCRETE IS PROVIDED BY EQUIPMENT 6" SLAB ON GRADE. MANUFACTURER, BY OTHERS • /2" 0 IIILTI KB -TZ • W/ 2" EMBED. (E) CONCRETE SLAB ./ -Li- �BYOTHERS • 4" MIN. MOUNTING BRACKETS . • PROVIDED BY EQUIPMENT • . MANUFACTURER. BY OTHERS • /2" 0 HILT! KB -TZ _ WI 2 "EMBED. UPS /MBC CONNECTION / C 1 1/2° = 1'-0" i BY OTHERS CONCRETE SLAB ./ .:-... • (E) 4° MIN. 6 1 �c :co PR °Fess i (7B . BATTERY CABINET CONNECTION 5 4.k ' 7 �1GI NffiP 1 - 1 1/2 = 1' -0„ 71266PE ! 11111 =I F STRUCTURAL DRAWINGS DRAWING INFORMATION Joe N _ s O TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: (AT d o COMMAND AND OPERATIONS CENTER °RAwN °Y` DS . 10 - 2052 li • 10 + - ` Q' CHECKED 6Y: Y B K p,MP Consulting Engineers TIGARD, OR DATE: 6f28/2010 . I T Na DATE: REVISION 1: 10175 SI Bahr SU Si.. 2001 1 I EXPIRES: 6/30/11 I PO1tla'd OR 97219 DATE: REVISION 2: .9(- 8 F! 5921212117110 h 5011929717 SCALE: • 4SDP I : — - MAX WEIGHT = 450 LDS h = 86" W = 42" DEPTH = 9.5" NOTE: I %" X 1 /8' X 12 GAUGE STRUT MAY BE USED IN LIEU OF 7 /8' STRUT. • (E) N. 20 . STU MI D W A Ga LL W/ 2 -LAYE R GYP. 6" MAX 7 /a" X 1 X 12 Ga. STRUT 1 (2) # 10 SMS EA. STUD, TYF. G. MAX I • 3/8' 0 STRUT BOLT FROM PANEL TO STRUT, TYP. OF (4) PANEL OUTLINE 3 /g" 0 h I LTI KB -TZ W/ • 2" EMBED., TYP. OF (2) • [ CONCRETE FLOOR, BY OTHERS • 9 ELEVATION VIEW 4SDP1 DISTRIBUTION PANEL 1/2" = 1 -0" fS ( ./i)-- cNGI Nff,, s/ 04, 71266PE STRUCTURAL DRAWINGS DRAWING INFORMATION JOB N � c � % 'EG 1 � 4,11, TUALATIN VALLEY FIRE & RESCUE DRAWING FI LE : Ole COMMAND AND OPERATIONS CENTER DRAWN OY: DS 10 - 2052 9*, • 10 , s e - CHECKED BY: 4 9 K p !A P Consulting Enemas TIGARD, OR DATE: 6/28/2010 SHEET No' • DATE: REVISION 1: 10175 SI Barka 16d Ste ZOO) • EXPIRES: 6/30/11 Porllamd OR 97209 DATE REVISION 2: SK 9 • PL AMMO I h 00S 777 SCALE: • PANELS: 10A GENERATOR PANEL PB 4L51 4L52 -_ -- - - - -_- — W(VARIES) FL53 6" MAX 2A2 (2) #I0 SELF TAPPING SCREWS 4C I I PER STUD, (MIN. 3 STUDS), SUPS I A SUPSI FUPS I (E) 20 GA. METAL STUDS @ 24" O.C. MAX FUP53 f W/ I OR 2 -LAYER 5 /8' GYP. . FUPS3B 11 (VARIES) MAX WEIGHT = 155 LBS 11 = 38" MIN / 68" MAX PANEL OUTLINE W = 20" � — ._ _= T �� D= 5.75" J i � `, 6" MAX • UNISTRUT 1 /8' X 7 /8' X 12 Ga., (4) 3 /a" 0 STRUT BOLT, TYP. TYP. • 10 ELEVATION VIEW TYPICAL NEW PANELS • • . 1 /2" = 1' -o" (2) #I0 SMS, STRUT TO METAL STUDS, TYP. - D - 1 5 / 8 ' x 7 / 8 ' x 12 Ga. STRUT, TYP. 1 6" MAX • I/ 1 PANEL WALL • . 11 = (VARIES) ` 0 STRUT BOLT, / TYP i 6" MAX 1 — t 1 — + -- �(E) 20 GAUGE METAL STUD WALL W/ 1 OR 2 -LAYER GYP. 50 � PR OFfS SECTION VIEW , � ,, ,N y 9 10A � , • � 1" = 1' -0" . 1 - -F STRUCTURAL DRAWINGS DRAWING INFORMATION , a GO . TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: 'OT IN P DRAWN BY: DS 10 -2052 • y ' • 10 COMMAND AND OPERATIONS CENTER CHECKED BY: 4 8 K p M P s' C n n w i 6 n g E n g i n e e r s TIGARD, OR DATE: 6/28/2010 S H E E T Na DATE: REVISION 1: 10175 Si Boar ad S. LOOK EXPIRES: 6/30/1 1 I PO. ( Z , 4 OR 97219 DATE: REVISION 2: SK- 10 Ys. 92123 .mm h 501192.1797 SCALE: • • • • • PANELS: FUPS2 FUP52D • 451 MIN. 20 Ga. METAL STUD, TYP. - VARIES 1 . I ---r #10 SMS, TYP OF (4) EA. SIDE EQUALLY SPACED • VARIES 'MAXIMUM PANEL _ WEIGHT = 200 LDS PANEL OUTLINE • • • • • • • • • 0 1 1 ELEVATION VIEW TYPICAL RECESSED PANELS • 1/2" = 1 -0" • CY PROF 4v\� fcNG I NEE-4, s/ 04, 71266PE STRUCTURAL DRAWINGS DRAWING INFORMATION Jpg N� TUALATIN VALLEY FIRE &RESCUE DRAWING FI E l Fp �O DRAWN BT. DS 10 -2052 9y, J • 10 . „ CHECKED AND OPERATIONS CENTER CHECKED BY: SHEET 48 K pMP (onwltinp,Engineers TIGARD, OR DATE 6/28/2010 DATE: REVISION 1: torn S7 Boiv BRA Si MOB EXPIRES: 6/30/11 a O h Yt „ DATE: REVISION 2: SIC — I I SCALE: • • TYP. EXISTING PANELS • MAX WEIGHT = 150 LDS • • W (VARIES) I (2) # I 0 SELF TAPPING SCREWS • PER STUD, (MIN. 3 STUDS), TYP. h (VARIES) (E) 20 GA. METAL STUDS @5 4" • O.C..MAX W/ I OR -LAYER /e GYP. ' PANEL OUTLINE / H 1 (3) # I O SM5 TOP L x I/ X /8', TYP. J AND BOTTOM, TYP. • ® ELEVATION VIEW TYPICAL EXISTING PANELS 1 /2" = 1' -0" • �6p PR0p - - s/o • 71266PE 7 STRUCTURAL DRAWINGS DRAWING INFORMATION jos N, GON TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: 9 S AT • 10 . P • COMMAND AND OPERATIONS CENTER , DRAW B a Y: DS 10 - 2052 48 K pot P � Consulting Engineers TIGARD, OR DATE: 6/28!2010 • SHEET Na • DATE: REVISION 1: 18175 STBmOm Blvd Ste ZOOS • EXPIRES: R/30 I Portland. OR 87219 DATE: REVISION 2: SK- 12 K SE71928700 h 510.1142,197 SCALE: • • • NOTES: I . TOWER BASE PLATE I5 DESIGNED FOR ROHN 25G FREE- STANDING TOWER WITH A MAXIMUM HEIGHT OF 20 FEET.(NOT INCLUDING ANTENNAS) / 2. COMBINED HEIGHT OF ANTENNA AND TOWER SHALL NOT EXCEED 25 FEET. -- 3. ANTENNA AREA NOT TO EXCEED 4 SQUARE FEET. 4. CONTRACTOR TO VERIFY DIMENSIONAL COMPATIBILITY BETWEEN TOWER LEGS AND BASE PLATE PIPE SLEEVES, AS WELL AS BASE PLATE COMPATIBILITY . WITH STEEL SUPPORT STRUCTURE BELOW. I ' -3" • r - t - 1-- 6 1/2" 6 I /2" I" TYP. -s----- O 0 0 - ' 0 13A \ n • 3 /G '� •1 20° • 120° �� - ( _. .120° SLEEVE PIPE 1/ STD. X 6" LONG, TYP. • I / O 0 R � R 3 /4 X 15 X I' -3" • NOTE: DESIGN OF TOWER I F 4 I/8" I \ 5 / 0 A325 THRU BOLT, BY OTHERS. I'- 1 7/8" TYP. OF (6) — 0 COMMUNICATION TOWER BASE PLATE DETAIL . 1 1/2 = 1' -0" -I / ".0 TOWER LEG, BY OTHERS, • - FULLY EMBEDDED INTO SLEEVE • - SLEEVE PIPE 1/ STD. X G" LONG, TYP. - _ z (2)'/2' 0 A325 THRU BOLTS, N _ , I I DRILL HOLES IN SLEEVE PIPE TO 5 /8' 0 A325 THRU BOLT - i i_ MATCH HOLES IN TOWER LEGS .1 15 I / 3 / PLATE - I I 4. . 6 V 1 1 STRUCTURAL STEEL ------1 i PLATE AND SUPPORT ` -4 • BELOW, BY KPFF � . \ c ` -�GINE R 13A S ECTION DETAIL • 4, f 9 1 1/2" = 1' -0" 4 1266P � STRUCTURAL DRAWINGS DRAWING INFORMAT1ON jos Na — _ ,P o TUALATIN VALLEY FIRE & RESCUE DRAWING FILE 9 SAT 10 � P C OMMAND AND OPERATIONS CENTER DRAWN � DS 10-2052 � q B K A M P k Consulting Engineers TIGARD, OR DATE 6/30/2010 SHEET Na DATE: REVISION 1: ' 10175 ST kris, lOod Mt tO. EXPIRES: 6/30/11 I Portland, OR 97z19 DATE: • REVISION 2: SK 13 • ' A SOttlLlf00 h SOtNLl717 , SCALE: JOB: TVFsR CENTER )0 175 sw sarbur Blvd. SHEET NO.: . OF Suite 2008 Portland. OR 97219 CALCULATED BY: DS OF G/24// 0 0/0 Ph: 503.892.9700 Par503 892:9797 CHECKED DATE Consulting Engineers PROJECT NO.: /0 -2052 PROJECT INFORMATION • • SEISMIC DESIGN Of EQUIPMENT ANCHORAGES AT TUALATIN VALLEY FIRE AND RESCUE COMMAND AND BUSINESS OPERATIONS CENTER IN TIGARD. OR. Budding Code: 2006 IBC • Zip: 97223 Importance, Ip: I .5 • • • • • • • • JOB: TUFSR CENTER _ _ 101 .75.5w.Barbur.Broe._ 2 OF 5mte 2008 • Portland. 97219 CALCULATED BY: D5 DATE 7 / / //O Ph: 503.8989 2.9700 Fax: 503.892.9797 CHECKED BY: DATE Consulting Engineers . PROJECT NO.: /0 -2052 • • FLOOR MOUNTED EQUIPMENT WEIGHT LENGTH WIDTH LOCATION/ TAG /MODEL (LBS) (IN) (IN) HEIGHT (IN) STRUCTURE NOTES Generator 1 & 2 - outdoor - includes sub -base • 500 DFEK 19308 ' 170 80 104 8" concrete tank and enclosure outdoor - Fuel Tank 44400 218 77 71 8" concrete weight includes fuel Paralleling Switchboard outdoor - (Switchgear) 2155 59 54 92.5 8" concrete' • • ATS2 (Transfer Switch BTPC 1200) 2185 46 27 90 2nd floor pan .deck Main'Switchgear (see MDP on L2 . plan view) 1600 72 35.5 91.5 2nd floor pan deck SUPS1 8427 55.92 33.42 75 1st floor slab on grade, min. FUPS1 1st floor slab on grade, min. _ FUPS2 • 2nd floor pan deck FUPS3 6637 55.92. 33.42 75 3rd floor pan deck • (E) XFMR T2A . 1st floor slab on grade, min. (E) XFMR T2B . 2nd floor pan deck (E) XFMR T2C 585 30.1 20 37.1 • . 3rd floor • pan deck Comm. Tower • . roof • • • • • • • JOB:' N R CENTER i o i 75 5w Barbur Med. -- - s� 2ooB w SHEET-N07: 3 j OF — — Portland. 9721 CALCULATED BY: P5 DATE 6/30//0 Ph: 503.692.9700 I Fax: 503.692.9797 CHECKED BY: DATE Consulting Engineers PROJECT NO.: /0 -2052 NEW PANELS WEIGHT HEIGHT . TAG (LBS) (IN) WIDTH (IN) DEPTH (IN) WALL TYPE NOTES 4SDP1 450 86 42 9.5 4LS1 150 68 20 5.75 2A2 85 38 20 5.75 SUPS1A 130 56 20 5.75 SUPS1B 100 38 20 5.75 FUPS1, 3 130 56 . • 20 5.75 4LS2. 150 56 20 5.75 - FUPS2 190 - 56 . 20 5.75 FUPS2B 100 50 20 5.75 • 4B1 155 44 20 5.75 FLS3 150 44 20 . 5.75. . FUPS3B 130 50 20 5.75 4C1 155 44 20 5.75 • EXISTING PANELS WEIGHT HEIGHT ' TAG (LBS) (IN) WIDTH (IN) DEPTH (IN) WALL TYPE NOTES • 4A 22 12.13 12.13 7.5. 4B . 22 12.13. 12.13 7.5 4C 22 12.13 12.13 7.5 2A 150 varies 20 5.75 • 2B 150 varies 20 5.75 261 150 varies 20 5.75 • 2C 150 varies 20 5.75 • 2C1 150 varies 20 • 5.75 . 4C1 150 varies 20 5.75 • • 2006 IBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET • [} INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY INTERNATIONAL SEISMIC 148.48 Northam St, La Mirada, CA 90638 APPLICATION TECHNOLOGY PHONE 877 - 999 -4728 FAX 714 - 523-0845 Date: 6)3/2010 Project Name: TVF &R COMMAND AND BUSINESS OPERATIONS CENTER Project Zip Code: 97223 • Location: TIGARD, OR Contractor. ELECTRICAL CONSTRUCTION CABLE TRAY & NON - VIBRATION ISOLATED ELECTRICAL EQUIPMENT (Ip =1.5) PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. • Design spectral response acceleration (5% Damped) at short periods (Section 11.4.4) • S Ds = 0.73 Information may not appear for the variables below if S os is shown on the line above: The MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.3). S = 0.00 Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.1) S = 0.00 Short- Period site coefficient (at 0.2 s- period); (Section 11.4.3) F,, = 0.00 Mapped MCE, 5% damped, Spectral Response at a period of 1s (Section 11.4.1) S 1 = 0.00 Site Class (Table 20.3 -1) Site Class = 0.00 Seismic Design Category (Table 11.6 -1) Seismic Design Category = D Information may not appear for the variables below if Seismic Design Category is shown on the line above: Occupancy Category (Table 1 -1) Occupancy Category = IV Component Importance Factor (Section 13.1.3) I = 1.50 Component Amplification Factor (Table 13.6 -1) a = 2.50 Component Response Modification Factor (Table 13.6 -1) • R D = 6.00 Average Roof Height of Structure Relative to the Base Elevation h = . 42.00 "Tables and Sections noted above derive from the ASCE 7 -05 per IBC 2006. 2006 IBC SEISMIC FORCE (F,,) CALCULATION (FROM ASCE 7 -05, CHAPTER13) • 0.4a p xSDsXWp; X (l + 2(z/h)) (Eq. 133-1Y Fp= (R p) , • • Floor # / z F, * F shall not be less than F p need not be greater than F ** F /1.4 Story (Ft) p O3XSDSXI = 1.6 zi XW = p p Grade 1 0.19 0.33 1.75 0.33 0.23 1 14 0.30 0.33 1.75 0.33 0.23 2 28 0.43 0.33 1.75 0.43 0.30 3 42 0.55 0.33 1.75 0.55 _ 0.39 F _ o_ 2 S�, S )4' o x W P = D, to x (Al (v • z = Overhead Deck Elevation From Grade (ft.) F p ' = As calculated per equation 13.3 -1. F,, -- = Value used for design, resultant after comparison to minimum & maximum limits. F /1.4: Converts Fp to "Allowable Stress Design ". Use this value in conjunction with 1SAT Bracing Tables. • tai 2006 IBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET " • INTERNATIONAL. SEISMIC APPLICATION TECHNOLOGY • INTERNATIONAL SEISMIC 14848 Northam St., La Mirada, CA 90638 APPLICATION TECHNOLOGY PHONE 877 - 999 -4728 FAX 714 - 523 -0845 .Date: 6/3/2010 Project Name: TVF&R COMMAND AND BUSINESS OPERATIONS CENTER Project Zip Code: 97223 Location: TIGARD, OR Contractor: ELECTRICAL CONSTRUCTION VIBRATION ISOLATED ELECTRICAL EQUIPMENT (Ip =1.5) PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration (5% Damped) at short periods (Section 11.4.4) SDs ° 0.73 Information may not appear for the variables below if S as is shown on the line above: • The MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.3) S = 0.00 Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.1) Ss = 0.00 Short-Period site coefficient (at 0.2 s- period); (Section 11.4.3) F = 0.00 Mapped MCE, 5% damped, Spectral Response at a period of 1s (Section 11.4.1) S, = 0.00 Site Class (Table 20.3 -1) Site Class = 0.00 Seismic Design Category (Table 11.6 -1) Seismic Design Category = D Information may not appear for the variables below if Seismic Design Category is shown on the line above: Occupancy Category (Table 1 -1) Occupancy Category = IV Component Importance Factor (Section 13.1.3) / = 1.50 Component Amplification Factor (Table 13.6 -1) a = 2.50 Component Response Modification Factor (Table 13.6 -1) R = 2.50 Average Roof Height of Structure Relative to the Base Elevation h = 42.00 '*Tables and Sections noted above derive from the ASCE 7 -05 per IBC 2006. 2006 IBC SEISMIC. FORCE (F CALCULATION (FROM ASCE 7 -05, CHAPTER 13) • 0.4 [i p XSDSXW p x (1 + 2(7/h)) (Eq. 13.3-1) Fp= 1 • . (R • Floor #1 z „ F shall not be less than F need not be greater than F ** F p /1.4 Story (Ft) F p 03 xS DS xl p xW p = 1.6 X SDsX 1pXWp = Grade 1 0.46 0.33 1.75 0.46 0.33 1 14 0.73 0.33 1.75 0.73 0.52 2 28 1.02 0.33 1.75 1.02 0.73 3 42 1.31 0.33 1.75 1.31 0.94 • z = Overhead Deck Elevation From Grade (ft.) F p ' = As calculated per equation 13.3 -1. F = Value used for design, resultant after comparison to minimum & maximum limits. F p /1.4: Converts Fp to "Allowable Stress Design ". Use this value in conjunction with ISAT Bracing Tables. • F 2006 IBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET II INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY INTERNATIONAL SEISMIC . 14848 Northam St, La Mirada, CA 90638 APPLICATION TECHNOLOGY PHONE 877- 999.4728 FAX 714 -523 -0845 Date: 6/3/2010 Project Name: TVF &R COMMAND AND BUSINESS OPERATIONS CENTER Project Zip Code: 97223 ' Location: TIGARD, OR • Contractor: 0 VIBRATION ISOLATED ELECTRICAL EQUIPMENT (Ip =1.5) PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration (5% Damped) at short periods (Section 11.4.4) Sac = 0.73 Information may not appear for the variables below if S os is shown on the line above: . The MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.3) S M • c = 0.00 Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 11.4.1) S = 0.00 Short- Period site coefficient (at 0.2 s- period); (Section 11.4.3) . F = 0.00 Mapped MCE, 5% damped, Spectral Response at a period of 1s (Section 11.4.1) S r = 0.00 Site Class (Table 20.3 -1) . Site Class = 0.00 Seismic Design Category (Table 11.6 -1) Seismic Design Category = D Information may not appear for the variables below if Seismic Design Category is shown on the line above: Occupancy Category (Table 1 -1) Occupancy Category = IV Component Importance Factor (Section 13.1.3) I r = 1.50 Component Amplification Factor (Table 13.6 -1) a = 2.50 Component Response Modification Factor (Table 13.6 -1) R,, = 2.00 • - Average Roof Height of Structure Relative to the Base Elevation h = 48.00 "Tables and Sections noted above derive from the ASCE 7 -05 per IBC 2006. • • 2006 IBC SEISMIC FORCE (F CALCULATION (FROM ASCE 7 -05, CHAPTER 13) 0.41I xS x W x (1 + 2(z/t)) (Eq. 13.3 -1) F (Rr /lr) Floor #1 z �. * F shall not be less than F need not be greater than F ** F 11.4 Story (Ft) r 0.3 xSnsxl r x W r = 1.6 = r r 1 1 0.57 0.33 1.75 0.57 0.41 • 2 16 0.91 0.33 1.75 0.91 0.65 3 32 1.28 0.33 1.75 1.28 0.91 4 48 1.64 0.33 1.75 1.64 1.17 5 0 0.55 0.33 1.75 0.55 0)39 6 0 0.55 0.33 1:75 0.55 0. 7 0 ' 0.55 0.33 1.75 0.55 0. 8 0 0.55 0.33 1.75 0.55 0 9\ 9 0 0.55 0.33 1.75 0.55 . 10 0 0.55 0.33 • 1.75 0.55 .39 z = Overhead Deck Elevation From Grade (ft.) F = As calculated per equation 13.3 -1. • 1 F Value used for design, resultant after comparison to minimum & maximum limits. F r P 9 /1.4: Converts F to "Allowable Stress Design". Use this value in conjunction with ISAT Bracing Tables. JOB: NO.: CENTER �o� 7s sw 9arbu� Bove. SHEET NO.: 7 OF Surtc 2009 Portland. 97219 CALCULATED BY: 05 DATE 6/30// 0 Ph: 503.8989 2.9700 _ Prn: 503.892.97.7 CHECKED•BY: DATE -- . - - . . Consulting Engineers PROJECT NO.: /0-2052 • • • Generator I and 2 • Ectuipment Data 8 Wtot: 19305 Ibs L: 170 in 4' e W w: 50 In c g , h: 104 in hcg: 48 in cgx 1 . fp: 0.41 wp . • Fv: 0.10 . Wp . • Anchored to concrete? (Y or N)l Y I Connection Coordinates . x(in.) y(in.) stiffness (N) Location of C.G. . • 0 0 I Xcg = sum (Wi'xi) / Wtot. = 85.0 in. 50 0 1 Ycg = sum (Wi'yi) / Wtot. = 40.0 in. 100 0 ,1 • 150 0 • Eccentricity 0 7I ex = L/2 - Xcg = 0.00 in. 50 71 ey =w /2 - Ycg = 0.00 in. 100 71 • ex, minimum (5 %) = 5.50 in. 150 . 7 I , • ey, minimum (5 %) = 4.00 in. • . Maximum Reactions, from•Pnncipal Axis Calculation (A5D) Cmax = . 5777 lbs =_> compression Tmax = I 2G5 lbs =_> tension . • . Vmax = 15 15 lbs =_> shear • Maximum Reactions, from Principal Axis Calculation (LRFD) Cult. = I .4Cmax = 8087 lbs =_> compression Tult. = I .4Tmax = 1 770 lbs =_> tension Vult. = I .4Vmax = 2I 2I lbs =_> shear . • • • • • Principal Axis Calculation - - Generator / and 2 . Concrete Input Data anchor factor W Vertical g's horizontal g's Fp Fv hcg Xcg offset Ycg offset 1.3 19308# 0.100 0.410 10291# 2510# 48" 9" 4° Stiffness Overturning Loads Restraint Locations Factor ly I Ix 1 Ixy J1 (W $ fp) Check X Y N (X -Xcr) (Y -Ycr) (X- Xcry(Y -Ycr) r P of Mx � I 0.00" 0.00" I 5625 1260 2663 6885 3049 108252 228701 2 50.00" 0.00" I 625 1260 888 1885 2080 73854 52010 3 100.00" 0.00" I 625 12W -888 1885 111 1 39456 -27786 4 150.00" 0.00" I 5625 12W -2663 . 6885 142 5058 -10686 5 0.00" 71.00" I 5625 12W -2663 6885 -142 5058 - 1 0686 6 50.00" 7 1 .00" I 625 12W -888 1885 -1 1 1 I 39456 -27786 7 100.00" 71.00" I 625 1260 888 I885 -2080 73854 52010 8 150.00° 71.00" 1 5625 1260 2663 6885 -3049 108252 228701 9 10 II . 12 • 13 14 15 . 16 . 17 18 19 20 21 22 23 ' 24 25 26 Center of Restraints ly total Ix total Ixy total J total 0.0 453240 484477 75.0 35.5 8 25000 10082 0 • 35082 0 lo Cx Cy # of Restraints Theta Tan r max 75.0" 35.5" _ 8 40.4 deg 0.706 rad 0.852 83" Mx My Mz Mxly -Mylxy Mylx -Mxlxy Ixly -Ixy` Max Restraint Load 453240in# 48447710 96677m# I .13E+10 4.88E +09 2f52E +08 Comp 5777# Tens (w/ 85% gray) 1 265# Shear 1515# D'c, I II- U I www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier. Daniel Skovron Project: TVFBR Center Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 - 892 -9797 Date: 6/30/2010 E -Mail: daniel@azhengineers.com Specifiers comments: Generator anchors 1. Input data Anchor type and diameter. HIT -RE 500-SD + HAS, 5/8 "" -- — Effective embedment depth: h = 5.000 in. (h,,,,,,, _ - in.) Material: ASTM F 568M Class 5.8 Evaluation Service Report: ESR 2322 °""."''°' Issued I Valid: 11/12007 I - Proof: design method ACI 318 / AC308 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, f,' = 4000 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] Y • - x 3.00 • • t =0.250 • h„ =5.000 • • O • o x h = 8.000 o � 1 o - 0 .. . • . — r •r 1 36.000 12.000 Loading [lb, in.-113) Governing loads Governing loads (Load case 1) N = 1770 V, = 0 N 1770 MV 0.000 M =0.000 V, 2121 z V, 0 M, 0.000 Arr M, 0.000 M, 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, = 2121 M, = 0.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c 12003-2009 Huh AG, FL -9494 Sc haan Hitti is a registered Trademark of Hub AG, Sc haan • • • • www.hilti -us PROFIS Anchor 2.0.9 Company: AZH-Consulting- Engineers Page: 1 __ • • Specifier: Daniel Skovron Project: TVF &R Center • . • . Address: 10175 SW Barbur Blvd. Suite 200B „ Sub - Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 1 503- 892 -9797 Date: 6/30/2010 &Mail: daniel@azhengineers.com 2. Load case /Resulting anchor forces • Load case (governing): Anchor reactions [Ib] • Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1770 2121 2121 0 •y . max. concrete compressive strain [%o]: 0.00 • max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000/0.000) [lb]: 1770 Ten ion resulting compression force in (x/y) =(0/0) [Ib]: 0 x • 3. Tension load • • Proof Load N. [Ib] Capacity 4)N, [Ib] Utilization 0„ [ %] = N /4)N Status Steel Strength* 1770 7988 22 OK • Bond Strength" 1770 • 3251 54 OK Concrete Breakout Strength" 1770 5860 30 . OK most unfavorable anchor **anchor group (anchors in tension) • Steel Strength ' . N. [Ib] 0 411.;14. oN.. [Ib] ' N..[Ib] . • • 16385 • 0.650 0.750 • 7988 1770 , , • • Bond Strength . A.. [in A,,.. [ire] so.,, [in.] ce,d [in.] c fin.] c. [in.] 225.00 225.00 15.000 7.500 12.000 10.357 k,.e T..mv,m [psi] x„ T.o [psi] T.....s. [psi] W,,., W, 17 2142 1.00 1045 1224 1.000 1.000 e.,„ [in.] W.., „. e.,.. [in.] W..2... W,... W..... . 0.000 1.000 0.000 1.000 1.000 1.000 N„ [Ib] 0 4),, a p aN. [Ib] N. [Ib] 10259 0.650 0.750 0.650 3251 1770 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 20032009 Hilti AG, FL -9494 Schaan Hild is a registered Trademark of Hilti AG, Schoen • • • • • . ■� ■ - /1\ r . www.hilti.us PROFIS Anchor 2.0.9 • Company: AZHConsulting•Engineers Page: 2 -- Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503- 892 -9700 [ 503- 892 -9797 Date: 6/30/2010 E -Mail: daniei @azhengineers.com • • Concrete Breakout Strength ' _ A. [in') A„, [ins] c [in.] c. [in.] 225.00 225.00 12.000 • 10.357 • e., w [in.] W, x ee,. [in.] Wwam Wm.. ke 0.000 1.000 0.000 1.000 • 1.000 1.000 17.000 N. [lb] . 4 0.d,. 4rN.. [lb] N. [lb] 12021 0.650 0.750 5860 1770 • • • • • • • • • • • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! , PROFIS Anpwr ( c ) 2003-2009 Hilt AG, FL-9494 Schaan Hilti is a registered Trademark of MI6 AG, Schaan • • www.hiltl.us PROFIS Anchor 2.0.9 Company: AZH•Consulting-Engineers Page: 3 .. - - Specifier: Daniel Skovron Project: TVF &R Center . Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503-892-97001 • Date: 6/30/2010 E -Mail: daniel@azhengineers.com 4. Shear load Proof Load V„ [Ib] Capacity OV„ [Ib] Utilization 6 [ %] = V,„ /0V. Status • Steel Strength' 2121 3097 68 OK . Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength" 2121 7002 30 OK Concrete edge failure in direction 2121 3859 55 OK x +° most unfavorable anchor "anchor group (relevant anchors) • Steel Strength V. [Ib] 0 0...,W •V„ [Ib] V,„ [Ib] 6882 0.600 0.750 3097 2121 Pryout Strength (bond relevant) A„ [in A, [ire] se [in.] c [in.] c [in.] c„ [in.] 225.00 225.00 15.000 7.500 12.000 10.357 k.o t.,.e.tWo (psi] Ke, t,p [psi] t■,,„... [psi) W.... W, „. 17.000 2142 1.00 1045 1224 1.000 1.000 e.... [in.] W «... eo” [in.] . Wax.. W.. W.... km 0.000 1.000 0.000 • 1.000. 1.000 1.000 2.000 N. [Ib] 4) 0„„,� a „,,, 0 a y.. [Ib] V. [Ib] . 10259 0.700 0.750 - 0.650 . 7002 2121 • Concrete edge failure in direction x+ .. . 1, [in.] d, fn.] c, [in:] . k fnl A,,. [in'] . 5.000 0.625 12.000 . 240.00. • 648.00 • W..,. W., e..,,, [in.] W..., W., 0.900 1.000 0.000 1.000 1.000 V. [Ib] 0 0.„, ov [Ib] V„ [Ib] 22052 0.700 0.750 3859 2121 5. Combined tension and shear loads p„ = N„ /ON. R. = VAV„ S Utilization l; „. [ %] Status 0.544 0.685 5/3 90 OK ]I „.= R;, +p``, <=1 Input data and results must be chedred for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitt AG. FL.9494 Schaan Hilt is a registered Trademark of Hilt AG, SCtaan rar rs iL Inint www.hilti.us PROFIS An 2.0.9 Company: AZH Consulting•Engineers Page: —4 • — Specifier. Daniel Skovron Project: TVF &R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 j 503- 892 -9797 - Date: 6/30/2010 • E -Mail: .daniel ©azhengineers.com • • • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for special design provisions for overhead applications. Refer to related approval (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • IBC 2006, Section. 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the • attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater,than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! ' • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! . • • • • • Fastening meets the design criteria! • • • • • • • • • Input data and results must be checked for agreement with the existing condidons and for plausibility! PROFIS Ant/tor ( c) 2003-2009 Hits AG. FL -9494 Schaan Hitti is a registered Trademark of Had AG, Schoen • • • • i� www.hilti.us PROFIS Anchor 2.0.9 • - Company: AZH- Consulting.Engineers Page: 5 _ _ . Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 - 892 -9797 Date: 6/30/2010 • • E -Mail: daniel©azhengineers.com 7. Installation data • Anchor plate, steel: - Anchor type and diameter: HIT -RE 500-SD + IiAS, 5/8 Profile: no profile Installation torque: 720.000 in.-lb Hole diameter in the fixture: d, = 0.688 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 5.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.500 in. y • • O 0 • 0 0 t ) C) U) • X • • 1 • • O 0 0 0 Cl • 1.5000 1.5000 1 1.5000 1.5000 • t r Coordinates Anchor [n.] Anchor x y e c„ a e,, 1 0.000 0.000 36.000 12.000 36.000 12.000 • Input data and results must be checked for agreement with the e>astng cone bens and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilt AG. FL -9494 Schaan Hi15Is a registered Trademark of Hitti AG. Schaan • • • • JOB: TVF$R CENTER • 10175 5w Barbs', Blvd. SHEET NO.: 15 OF Suite 20013 w Porrd. OR 97219 CALCULATED BY: D5 DATE 6/28//0 Ph: 503.892.9700 - - Fa,:•503.892.9797 CHECKED - DATE Consulting Engineers PROJECT NO.: /0 -2052 4 100 Gallon Fuel Tank Equipment Data B • Wtot: 50000 Ibs L: 218 w w: 77 in cg h: 71 In • hcg: 36 In cg„ Fp: 0,23 wp • Fv: 0.10 wp Anchored to concrete? (Y or N)I Y I Connection Coordinates • x(ln.) y(in.) sti ffness (N) • Location of C.G. . '0 0 • Xcg = sum (Wi'xi) / Wtot. = 1 09.0 in. 67 0 I • Ycg = sum (Wi'yi) / Wtot. = 38.5 in. 134 0 201 0 Eccentnclty 0 77 ex = L/2 - Xcg = 0.00 in. 67 77 ey = w/2 - Ycg = 0.00 in. 134 77 ex, minimum (5 %) = 1 0.90 in. 201 77 ey, minimum (5 %) = 3.85 in. Maximum Reactions, from Principal Axis Calculation (A5D) • • Cmax = I 1 030 Ibs = => compression • Tmax = -654 Ibs ==> tension Vmax = 2 I 97 lbs = => shear Maximum Reactions, from Principal Axis Calculation (LRFD) • Cult. = I .4Cmax = 15442 lbs = => compression Tult. = I .4Tmax = -9 16 lbs == > tension Vult. = I .4Vmax = 3075 lbs =_> shear • • • • • i Principal AXIS Calculation • 4 100 Gallon fuel Tank Concrete Input Data anchor factor W Vertical g's . Horizontal g's Fp Fv ticg Xcg offset Ycg offset 1.3 50000# 0.100 0.230 14950# 6500# 36 "' • I I" 4" Stiffness Overturning Loads • Restraint Locations Factor ly I Ix I Ixy J I (W 4. fp) Check X Y N (X -Xcr) • (Y -Ycr) (X- Xcr) -Ycr). r P of Mx My I 0.00" 0.00" I 10100 1482 3869 11583 3968 152757 398755 2 67.00" 0.00" I 1 122 1482 1 290 . 2605 2698 103883 90392 3 134.00" 0.00" I 1 122 1482 -1290 - 2605 1429 55010 -47866 4 201.00" 0.00" I 10100 1 482 -3869 I 1 583 159 6137 -16019 5 0.00" 77.00" I 10100 1 482 -3869 I 1 583 - 159 6137 -16019 6 67.00" 77.00" I 1 122 1 482 - 1 290 2605 -1429 55010 -47866 7 134.00" 77.00" I 1122 1482 1290 2605 -2698 103883 . 90392 8 201.00" 77.00" I 10100 1482 3869 11583 -3968 152757 398 755 9 . 10 11 12 13 14 15 16 17 1 8 19 • 20 . 21 22 . 23 24 25 . 26 - Center of Restraints ly total lx total Ixy total J total - 0.0 635574 850523 • 100.5 38.5 8 44890 11858 0 - ' 56748 0 I 0 • . Cx . Cy # of • Restraints Theta' Tang r max 100.5" 38.5" • . .. 8 _ 34.6 deg 0.604 rad 0.690 108" Mx My • Mz Mxly -Mylxy Mylx -Mxlxy Ixly -Ixy` Max Restraint Load 635574in# 85052310# 17282 I in# 2.85E+ I 0 1.01E+ 10 _ 5.32E +08 Comp 11030# • Tens (w/ 85% gray) -654# _ . Shear 21 0' • 1 1 1 7 N IL_TI www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503- 892 -9700 I 503 - 892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Specifiers comments: Fuel tank anchors 1. Input data Anchor type and diameter. Kwik Bolt 17 - CS, 314 (4 3/4) Effective embedment depth: h,, = 4.750 in ; ,,,::.• , �a Material: Carbon Steel . Evaluation Service Report:: ESR 1917 • Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, f, = 4000 psi; h = 8.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] ., J z . x • o 3 . 00 .. _ T > ° o t =0.250 h„,„,=5.750 °o :.:.. x h = 8.000 ...,. > . - --. C7 . 1 0 . . . . o o • - mi . I ° T 3 -6tir • 36.000 12.000 Loading [Ib, in.-lb] Governing loads Governing loads (Load case 1) N =0 Vr = O N 0 Mi 0.000 M 0.000 V, 3075 z V, 0 M, 0.000 M s 0.000 4.;. M 0.000 x Eccentricity (structural section) [n.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C. D. E. or F): yes V, = 3075 M, =0.000 Input data and results must be checked for agreement with the existing conditions and for ptausiblbty! PROFIS Anchor ( c ) 2003-2009 Mb AG. FL -9494 Schwan Hilo is a registered Trademark of H AG. Schwan • r % 1 ■! • u1`v , ':! 1s www.hilti.us PROFIS Anchor 2.0.9 . -- Company: AZHConsulting.Engineers Rage: —1 Specifier. Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 I 503 -892 -9797 Date: 6/28/2010 • E -Mail: daniel@azhengineers.com 2. Load case /Resulting anchor forces • Load case (governing): Anchor reactions (lb) Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 3075 3075 0 ^ y max. concrete compressive strain [%o]: 0.00 • max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [lb]: 0 resulting compression force in (xy) =(0/0) [Ib]: 0 • • • 3. Tension load Proof Load N. [Ib] Capacity ON [Ib] Utilization p [%1= N_ / +N Status Steel Strength' N/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A NIA • • most unfavorable anchor **anchor group (anchors in tension) • • 4. Shear load • • Proof . Load V. [Ib] Capacity. 4'V. [lb] Utilization R [ %] = V. /0V, Status Steel Strength' 3075. 6944 . +44 . . OK • Steel failure (with lever ann)' N/A N/A N/A N/A Pryout Strength 3075 11687 26 OK • Concrete edge failure in direction 3075 4034 76 OK x + *. • most unfavorable anchor "anchor group (relevant anchors) • Steel Strength V. [lb] p yV [Ib] V. [lb] 14245 0.650 0.750 6944 3075 Input data and results must be checked for agreement with the existing condibons and for plausibility! • • PROFIS Anchor (c) 2003-2009 Hilt) AG, FL -9494 Schaan Hdti is a registered Trademark of Hilti AG. Srhaan • • F1.`TI www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 2 Specifier: Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 Phone I Fax: 503 - 892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Pryout Strength A„, [in'] A „ [in'J c [in.] • k� 203.06 203.06 12.000 2.000 e., , [in.] W «,H e,,.5 [in.] w.a. w.�.„ w�„ k, 0.000 1.000 0.000 1.000 1.000 1.000 0.000 N, [lb] 0 4,, 4V,,, [lb] V„, [lb] 11131 0.700 0.750 11687 3075 Concrete edge failure in direction x+ I, [in.] d, [in.] c, [in.] A,,, [in'[ 4.750 0.750 12.000 240.00 648.00 w.. w e [in.] w.•,, way 0.900 1.000 0.000 1.000 1.000 V, [lb] [lb] V„ [lb] 23054 0.700 0.750 4034 3075 5. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section 0.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement vnth the westing condifons and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • • www.hitti.us PROFIS Anchor 2.0.9 Company: AZH•Consulting-Engineers -- Page: 3 Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 - 892 -9700 1 503 - 892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com • • 6. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 3/4 (4 3/4) Profile: no profile Installation torque: 1320.002 in. -lb • . Hole diameter in the fixture: d, = 0.813 in. • Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. , y • • • • • 0 0 o 0 0 0 • • - _ X • • • 1 > • — 1 • • • • 0 0 o o 0 0 LO • • • 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor [in.] • Anchor x y c 1 0.000 0.000 36.000 12.000 36.000 12.000 input data and results must be Checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilo AG. FL-9494 Schaan Hite is a registered Trademark of Hile AG, SChaan • • • . J OB: TVf$R CENTER . 10175 sw Barb Blvd. SHEET NO.: 0 I Or Suite 2008 . Portland. OR 97219 CALCULATED BY: 05 DATE 6/28//0 • Pe: 503.892.9700 - • — w Fax: 503.892.9797 CHECKED • DATE - - - Consulting Engineers PROJECT NO.: 10 -2052 Paralleling Switchboard Equipment Data f B f Wtot: . 2 1 55 lbs L: 59 in T e w w: 54 in Cg h: 92.5 in �, hcg: 48 in . C9X Fp: 0.23 imp • Fv: 0.10 wp • . Anchored to concrete? (Y or N)I •Y I Connection Coordinates • x(in:) y(in.) stiffness (N) • Location of C.G. . O 0 • Xcg = sum (W1 / Wtot. = 29.5 in. 48 0 1 Ycg = sum (Wi'yi) / Wtot. = 27.0 in. 0 45 I 45 45 I Eccentricity ex = L/2 - Xcg = 0.00 In. ey = w/2 - Ycg = 0.00 1n. ex, minimum (5 %) = 2.95 1n. • ey, minimum (5 %) = 2.70 in. • • Maximum Reactions, from Principal Axis Calculation (ASD) • . Cmax 1 21 I lbs =_> compression . Tmax = 204 lbs = => tension Vmax = 18 I lbs = = > shear Maximum Reactions, from Principal Axis Calculation (LRFD) Cult. = I .4Cmax = 1695 lbs = => compression Tult. = I .4Tmax = 285 lbs = => tension • . Vult. = I .4Vmax = 253 lbs = => shear • • • • • Principal Axis Calculation . Paralleling Switchboard Concrete Input Data anchor factor W Vertical g's horizontal g's Fp Fv Hcg Xcg offset Ycg offset 1.3 • 2155# 0.100 0:230 644# 280# 48" 3" 3" Stiffness Overturning Loads Restraint Locations Factor ly I Ix 1 Ixy J I (W 6 fp) Check X Y N (X -Xcr) (Y -Ycr) (X- Xcr)"(Y -Ycr) r f' of Mx My I 0.00" 0.00" I 576 506 540 1082 602 13543 14446 2 48.00" 0.00" I 576 506 -540 1082 29 648 -691 3 0.00" 45.00" I 576 506 -540 1082 -29 648 -69I 4 48.00" 45.00° I 576 506 540 1082 -602 13543 14446 5 6 7 . 8 . 9 10 II 12 - 13 14 • 15 _ . 16 17 18 19 20 21 22 • 23 • 24 . • 25 26 Center of Restraints ly total Ix total Ixy total J total O.0 28382 27511 24.0 22.5 4 2304 2025 0 . 4329 0 10 Cx Cy # of Restraints Theta Tang r max 24.0" 22.5" 4 . 43.2 deg 0.753 rad 0.938 _ 33" Mx My Mz Mxly -Mylxy MyIx -Mxlxy Ixly -Ixy' Max Restraint Load 28382in# 2751 I in# 2577m# 6.54E +07 5.57E +07 4.67E +06 Comp 1 21 I # Tens (w/ 85% gray) 204# f" Shear 181# N 23 I TI www.hiltLus PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 Phone I Fax: 503 - 892 -9700 1 503 - 892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Specifiers comments: Paralleling switchboard anchors 1. Input data Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (3 1/4) r .. Effective embedment depth: h„ = 3.250 in. _ Material: Carbon Steel d "- ' ` Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, k. = 4000 psi; h = 6.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry On.] • y ^Z . x t.. 3.00. ° o t =0.250 m • h, °4.000 . • - - • 0 x h = 6.000 1 • c, 0 c •• . o . .. • - a el :. '1- 3-006' • 36.000 6.000 . , 1 Loading (Ib, in.-lb] Governing loads Governing loads (Load case 1) N = 285 V, = 0 N 285 M 0.000 M = 0.000 V 253 z V, 0 M, 0.000 Y M, 0.000 A p, M, 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed: categories C. D. E, or F): yes V. = 253 M.= 0.000 Input data and results must be checked for agreement with the existing conditions and for plausbility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of HRH AG, Schaan . 29 � ' L ' , • www.hini-us , _ PROFIS Anchor 2.0.9 • -- Company: -AZH•Consulting•Engineers Page: 1 . -_. Specifier: Daniel Skovron Project TVF &R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 • E -Mail: daniel©azhengineers.corn 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension. -Compression) Anchor Tension force Shear force Shear force x Shear force y • 1 285 253 253 0 `y max. concrete compressive strain [96°]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) (lb): 285 Ten ion resulting compression force in (x/y) =(0/0) [Ib]: 0 — x • 3. Tension load Proof Load N. [Ib] Capacity 4N„ [Ib] Utilization (3„ [ %] = N„ /4N. Status Steel Strength' 285 6022 _ 5 OK • Pullout Strength' 285 3031 9 OK • Concrete Breakout Strength" 285 3071 9 OK . • most unfavorable anchor "anchor group (anchors in tension) Steel Strength . • - N.. [Ib] 4 4....... 4N.. [Ib] • N. [Ib] • 10705 0.750 0.750 6022 285 . • Pullout Strength • N. [Ib] (f °5 4 ..e... O [lb] N. [Ib] 4915 1.265 • 0.650 0.750 3031 285 Concrete Breakout Strength , A.,. (inl A,.. [Cn2l c [in.] c [in.] • 95.06 95.06 6.000 7.500 e.,. [in.] W..,. eo., [in.] . W..2. W... Wes. ke 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] 4 0.:..:. 4N,t° [Ib] N. [Ib] 6299 0.650 0.750 3071 285 • • Input data and resutS must be Checked for agreement with the epsting conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hdti AG. FL -9494 Schaan Hilt is a registered Trademark of Hilti AG. Schaan • 2S • . ., ! ° 7 , ' ...,,i . w•w.htlti.us .. - PROFIS Anchor 2.0.9 • ------ Company: AZH•Consulting- Engineers Page: . 2 _ _ . Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com 4. Shear load Proof Load V. [lb] Capacity 4V, [lb] Utilization p, (%) = V„ /0V, Status Steel Strength* 253 3122 8 OK Steel failure (with lever arm)• N/A N/A N/A N/A • Pryout Strength" 253 ' 6614. 4 OK • Concrete edge failure in direction 253 1756 14 OK x + .* • most unfavorable anchor "anchor group (relevant anchors) Steel Strength V. [lb] 0 O,m.. •V.. [lb] V. [lb] 6405 0.650 0.750 ' 3122 253 • Pryout Strength Am [in'] A.m [in'] c [in.] km . 95.06 95.06 6.000 2.000 . e.,.„ [in.) w..,. •e,,, [in.) 4 w.. wm.. k, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] 0 0,..... OVm, [lb] V. [lb] 6299 0.700 0.750 6614 253 Concrete edge failure in direction x+ . ' I. [in.] d, [in.] c, [in.]' . A „, [in'J A„.,, [ire] 3.250 0.500 6.000 90.00 • 162.00. w...„ wo„ . ems, [in.] w... w,.„ • : . 0.900 1.000 . 0.000 • 1.000 .1.000 V. [lb] 0 ' ..0 .... OVm, [lb] V. [lb] • 6690 0.700 0.750 1756 253 • 5. Combined tension and shear loads p, = N, /ON, p, = V /0V, S Utilization p,,,, [ %] Status 0.094 0.144 5/3 6 OK p. (, +p; < = Input data and results must be checked for agreement with the existing conditions and for plauebility! ' PROFIS Anchor (c) 2003-20CI9 Hilti AG, FL -9494 Schwan Hilti is a registered Trademark of Hilti AG. Schwan • • • " 111 www.hilti. PROFIS Anchor 2.0.9 Company: AZH•Gonsulting•Engineers Page: 3 — _ Specifier: Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 - 892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com • • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the . attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the • attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! _ • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • • • • Fastening meets the design criteria! • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor ( c) 2003-2009 Hilt AG, FL4494 Sctaan Hilt is a registered Trademark of Hila AG, Striaan • 27 • • • www.hitt.us PROFIS Anchor 2.0.9 Company: AZH•Consulting- Engineers Page: 4 Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com 7. Installation data • Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (3 1/4) Profile: no profile Installation torque: 480.001 in.-lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. • . Plate thickness (input): 0.250 in. Hole depth in the base material: 4.000 in. • • Recommended plate thickness: not calculated Minimum thickness of the base material: 6.000 in. A • • • • • • • • 0 0 0 0 0 0 (-- _.... \ x . .• • • • • 0 0 o o o o In In • • 1.5000 1.5000 1.5000 • 1.5000 • Coordinates Anchor (in.) Anchor x y c. c, c c, • 1 0.000 0.000 36.000 6.000 36.000 6.000 Input data and results must be checked for agreement with the westing conditions and for plausibility! • PROFIS Anchor (c) 2003-2009 Hitti AG, FL -9494 Schaan Hilti Is a registered Trademark of Hilti AG, Sthaan • • • • • • • • • • JOB: TVPER CENTER. • OA) 10175 5W Bartow Bird. /� 5wtc 2008 SHEET NO.: 2jf OF Port4M. OR 97219 CALCULATED BY: 05 DATE • C✓th /0 • Ph: 503.892.9700 Fax:- 503.892.9797 GHECKED-BY. DATE --- Consulting Engineers PROJECT NO.: /0 AT5 2 • Equipment Data Wtot: 2155 Its L: 46 in W w: 27 in cg y h: 90 ' in .,L hcg: 45 in • cg„ Pp: 0.30 wp • Fv: 0.10 wp Anchored to concrete? (Y or N)I Y I Connection Coordinates • x(in.) . (in.) stiffness (N) • • Location of C.G. 0 0 Xcg = sum (Wi'xi) / Wtot. = 23.0 in. 40 0 1 Ycg = sum (W'yi) / Wtot. = 13.5 in. 0 24 1 40 24 1 Eccentricity • ex= U2 - Xcg = 0.00 in. ey =w /2 - Ycg= 0.00 in. ex, minimum (5 %) = 2.30 in. ey, minimum (5 %) = I .35 in. Maximum Reactions, from Principal Axis Calculation (A5D) • Cmax = 1.673 Its ==> compression • Tmax = 652 lbs ==> tension . • Vmax = • 237 lbs ==> shear Maximum Reactions, from Principal 'Axis Calculation (LRFD) • Cult. = I .4Cmax = 2342 lbs ==> compression Tult. = I .4Tmax = 9 13 lbs = _ > tension Vult. = I .4Vmax = 332 lbs ==> shear • • • • • Principal Axis Calculation AT5 2 . Concrete Input Data • anchor factor W Vertical g's horizontal g's Fp Fv hcg Xcg offset Ycg offset 1.3 2185# 0.100 0.300 852# 284# 45" 2" I" Stiffness Overturning Loads Restraint Locations Factor ly I Ix 1 Ixy J I (W $ fp) Check X Y N (X -Xcr) (Y -Ycr) (X- Xcr)'(Y -Ycr) r P of Mx - My I 0.00" 0.00" I 400 144 240 544 1056 12671 2I� 119 2 40.00" 0.00" • 1 400 144 -240 544 437 5245 -8 1 3 0.00" 24.00" I 400 144 -240 544 -437 5245 -8741 4 40.00" 24.00" I 400 144 240 544 -1 056 12671 21 1 19 5 • 6 • 7 • 8 9 • 10 11 12 13 14 - . 15 . 16 17 . 1 19 20 • 21 22 • 23 24 • 25 , _ 26 . Center of Restraints ly total Ix total Ixy total J total 0.0 35832 24755 • 20.0 12.0 4 1600 .576 0 21 0 lo Cx Cy # of Restraints Theta Tang r max . 20.0" 12.0" 4 31 .0 deg 0.540 rad 0.600 23" Mx My - Mz Mxly -Mylxy Mylx -Mxlxy Ixly -Ixy` Max Restraint Load I • ' 358328n# 24755in# 227380 5.73E +07 1.43E +07 9.22E +05 Comp 1673# Tens (w/ 85% gray) 652# Shear 237# . 3 11•41`T1 www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Projed I Pos. No.: 10 -2052 Phone I Fax: 503 - 892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel @azhengineers.com Specifiers comments: ATS2 anchors 1. Input data Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (2) Effective embedment depth: h,, = 2.000 in. Material: Carbon Steel ; Evaluation Service Report.: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 3000, f, = 3000 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] •• z t x 3.L D0 • . ° t =0.250 _ o ° h„„,=2.625 I.. o ... h = 4.000 • O i•' > • 1 o . .. • • o . co • . • '3.000 36.000 6.000 Loading [Ib, in.-lb] Governing loads Governing loads (Load case 1) N =913 V„ =0 N 913 MZ 0.000 M 0.000 V 332 z V, 0 M, 0.000 M, 0.000 Ar 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E. or F): yes V, = 332 M,= 0.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hdti AG. FL -9494 Schaan Hllti is a registered Trademark of Hdli AG, Schaan • • • • • • �:F... . • www.hilti.us PROFIS Anchor'2.0.9 Company: AZH Consulting-Engineers Page: . • 1 • Specifier: Daniel Skovron Project: TVF&R Center • Address:. 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 • • E -Mail: daniel@azhengineers.com 2. Load case /Resulting anchor forces - Load case (governing): Anchor reactions (lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y • . 1 913 332 332 0 y • max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 , . • resulting tension force in (x/y)= (0.000 /0.000) [lb]: 913 . Ten ion • resulting compression force in (x/y) =(0/0) [lb]: 0 • . • • • • 3. Tension load • • Proof Load N. [lb] Capacity ON, [lb] Utilization [i. [ %] = N./(1)N. Status Steel Strength* 913 • 6022 15 OK . Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" 913 1284 71 . OK • • most unfavorable anchor •'anchor • group (anchors in tension) . • • Steel Strength N. [lb] 4 4 4 [lb] N [lb] 10705 0.750 0.750 6022 913 • Concrete Breakout Strength .• • A [inl A.. [ire] c [in.] • 36.00 36.00 6.000 5.500 ea.. [in.] W ea.. [in.] Wes,.+ Wd. W k 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] 4 4 •N,,, [lb] N.. [lb] 2634 0.650 0.750 1284 913 Input data and results must be thedred for agreement with the existing conditions and for plausibility/ PROFIS Anchor ( c) 2003-2009 Hilt AG. FL -9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan • 597".. .. • �a . ru www.hilti.us • • PROFIS Anchor 2.0.9 Company: ADH-Consulting- Engineers Page: 2 Specifier: Daniel Skovron Project: 1VF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com • 4. Shear load Proof Load V. [lb] Capacity (IN, [Ib] Utilization p„ [ %) = V„ /0V. Status Steel Strength' 332 3122 11 OK Steel failure (with lever arm)* WA N/A N/A N/A Pryout Strength 332 1383 24 OK • Concrete edge failure in direction 332 920 36 OK x + *. • • • most unfavorable anchor "anchor group (relevant anchors) • Steel Strength V. [lb) 0 4.... . 0V.. jib] V. [lb). • 6405 0.650 0.750 3122 332 Pryout Strength . . A„. pre] A„ [ins[ c in.) k 36.00 36.00 6.000 1.000 e.,.� [in.] W..... ed.. [in.) W.a,. W..,. W... k. • 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] 0 0.e.. 4V... [lb] V. [lb] 2634 0.700 0.750 1383 332 • • ' Concrete edge failure in direction x+ ..... . - - I. [in.] d. [in.] c, [in.] A,,c [inl A,... [in9 . 2.000 0.500 6.000 60.00 162.00 • W.... W..v e., [in.] W.., • Wes„ 0.900 • • 1.000 0.000 1.000 1.000 • V. [lb] 4,e... $V... [lb] V.. [lb] • 5258 0.700 0.750 920 332 5. Combined tension and shear loads p. = N./pN. [i„ = v,/qv, • S Utilization 0 „„ [ %] Status 0.711 0.361 5/3 75 OK I.= lit + p;,< =1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilti AG. FL -9494 Schaan Hilo is a registered Trademark of Hilti AG. Shcaan • 33 • • ii' r14 www.hitti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers -Page: 3 - Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 • Phone I Fax: 503 - 892 -9700 1 503 -892 -9797 Date: 628/2010 E -Mail: daniel@azhengineers.com 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-0 section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the -. attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! . • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • • Fastening meets the design criteria! • • • • • • • • • • Input data and results must be Necked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hdti AG, FL -9494 Skitaan Hill is a registered Trademark of Hdti AG, Schaan • 3y www.nilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting-Engineers Page: 4 Specifier. Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 - 892 -9797 Date: 6/28/2010 • E -Mail: daniel@azhengineers.com • • 7. Installation data • Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 12 - CS, 12 (2) • Profile: no profile Installation torque: 480.001 in. -lb • Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. • Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. y • • • • • • • • • • o 0 0 0 0 0 U) • • 0 • • X • • 1 • • 0 0 0 0 0 Co LO 1.5000 1.5000 1.5000 1.5000 • Coordinates Anchor [in.] • Anchor x y c c„ c, c� 1 0.000 0.000 36.000 6.000 36.000 6.000 Input data and results must be clerked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitti AG, FL -9494 Schaan Hi ti is a registered Trademark of Mb AG, Sataan • • • • JOB: TVPsR CENTER • 10175 5w Barbur Blvd. since 2008 SHEET NO.: 7j OF Portland. OR 97219 CALCULATED BY: 05 DATE 6/215/10 • 5O3 Ph: 503.892.9700 _ fax:.503.892.9797 CHECKED -BY: DATE ' - Consulting Engineers PROJECT NO.: /0-2052 • Main 5witchgear Equipment Data Wtot: 2600 . lbs L: 84 . in •( • we 36 in C9,, h: 91.5 in / .hcg: 46 in • Fp: 0.39 wp Fv: • 0.10 Wp • • • • Anchored to'concrete? (Y or N)I Y I 'Connection Coordinates x(in.) y(in.) stiffness (N) Location of C.G. 0 • 0 Xcg = sum (Wi'xi) / Wtot. = 42.0 in. 40 0 Ycg = sum (Wryi) / Wtot. = 18.0 in. 82 0 0 34 Eccentricity 40 34 ex = U2 - Xcg = 0.00 in. 82 34 I ey = w/2 - Ycg = 0.00 in. • ex, minimum (5 %) = 4.20 in. ey, minimum (5 %) = I .80 in. • • Maximum Reactions, from Principal Axis Calculation (A5D) • Cmax = 1 304 lbs ==> compression Tmax = 494 lbs ==> tension . • • Vmax = 252 lbs. = => shear Maximum Reactions, from Principal Axis Calculation (LRFD) • Cult. = I .4Cmax = 1826 Ibs ==> compression Tuft. = I .4Tmax = 692 lbs ==> tension . Vult. = I .4Vmax = 352 lbs =_> shear • • • Principal Axis Calculation • Main 5witchgear' 1 Concrete Input Data anchor factor W Vertical g's horizontal g's Fp Fv hcg Xcg offset Ycg offset 1.3 2600# 0.100 0.390 1318# 338# 46" 4" 2" Stiffness Overturning Loads Restraint Locations Factor ly I Ix 1 Ixy J I (W 4. fp) Check X Y N (X-Xcr) (Y-Ycr) (X- Xcr)'(Y -Ycr) r P ot Mx IMy I 0.00" 0.00" I •1654 289 691 1943 810 13776 32955 2 40.00" 0.00" I 0 289 I I 289 554 9415 369 • 3 82.00" 0.00" I 1 708 289 -703 1997 285 4837 -11760 4 0.00' 34.00' I 1654 289 -691 1943 -289 4910 -11744 • 5 40.00" 34.00' I 0 289 - 1 1 289 -545 9270 -364 G. 82.00' 34.00" I 1708 289 703 1997 -815 13849 33671 7 _ 8 9 10 11 12 • 13 14 • 15 I6 17 • 1 8 19 20 • 21 22 23 24 25 • . 26 Center of Restraints ly total Ix total Ixy total J total 0.0 56057 43 127 40.7 17.0 6 6725 1734 0 8459 0 1 Cx Cy # of Restraints Theta Tang r max 4 1 .3" 17.0" 6 32. I deg 0.560 rad 0.627 45" Mx My Mz Mxly-Mylxy MyIx -Mxlxy Ixly -Ixy` Max Restraint Load 1 • 56057in# 43127in# 6023m# _ 3.77E +08 7.48E +07 1.17E +07 Comp 1304# Tens (w/ 85% gray) 494# W Shear 252# a. e LaTI • www.hilti.us PROFIS Anchor 2.0.9 Company: — - AZH Consulting-Engineers -- -- — Page= 0 - -- — - - - -- Specifier: Daniel Skovron - Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503- 892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Specter's comments: Main switchgear anchors • 1. Input data Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (2) Effective embedment depth: h = 2.000 in. my Material: Carbon Steel = Evaluation Service Report:: ESR 1917 Tc" Issued I Valid: 9/1/2007 - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 3000, = 3000 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.) •' z y x _ 3000 y, _ cam: h,,,, ° 2.625 -: ; -_ - - . . X h =4.000 • .. .. -.... - _.. = .111 36.000 6.000 Loading [lb, in. -113] Governing loads Governing loads (Load case 1) N = 692 V, = 0 N 692 M 0.000 M,= 0.000 V 352 • z V, 0 M, 0.000 M 0.000 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, 0, E, or F): yes V, = 352 M,= 0.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt is a registered Trademark of His AG, Schwan • rF 11i T www.hilti.us • PROFIS Anchor 2.0.9 • — Company: AZH- Consulting•Engineers Page: 1 —_ ._, Specifier. Daniel Skovron • Project: TVF &R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 I 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com • 2. Load case /Resulting anchor forces • Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 692 352 352 0 • y max. concrete compressive strain [96a]: 0.00 max. concrete compressive stress [psi]: 0 • resulting tension force in (x/y)= (0.000 /0.000) [lb]: 692 Ten ion resulting compression force in (x/y) =(0/0) Pb]: 0 > • • 3. Tension load Proof Load N. [Ib] Capacity ON, [lb] Utilization (t„ 1%1= N /ON Status • Steel Strength* 692 6022 11 OK Pullout Strength' N/A N/A N/A N/A - Concrete Breakout Strength" 692 1284 54 OK _ _ - most unfavorable anchor "anchor group (anchors in tension) • Steel Strength • • . N. [Ib] 0 C,;,,,.. p N „ [Ib] N. [lb] • . • • 10705 0.750 • 0.750 6022 692 • • • Concrete Breakout Strength . • A., [in°] A.. [ins] c [in.] c. [in.] 36.00 36.00 6.000 5.500 e,,. [in.] ea. [in.] W.a.x W.a„ Wes„ k. • 0.000 1.000 0.000 1.000 1.000 1.000 17.000 • N. [Ib] 4 0— ON, [lb] N.. [Ib] 2634 0.650 0.750 1284 692 • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS AMAor ( c) 2003-2009 Hilt AG. FL -9494 Selman Hilti is a registered Trademark of Hitt AG. Schaan • • • 35 . . www.hiltlus • PROFIS Anchor 2.0.9 • - Company: AZH Consulting-Engineers Page: 2 • ' Specifier: Daniel Skovron Project: TVF &R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 I 503 -892 -9797 Date: 6/28/2010 • E -Mail: daniel@azhengineers.com • 4. Shear load Proof Load V. [lb] Capacity ¢V,, [lb] Utilization p, [ %] = V„ /¢V, Status ' Steel Strength' 352 3122 11 OK ' • Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength" 352 1383 25 OK Concrete edge failure in direction 352 920 38 OK z + .. .. • most unfavorable anchor "anchor group (relevant anchors) Steel Strength V. [lb] ¢ m..,„, ¢V.. [lb] V. [lb] . 6405 0.650 0.750 3122 352 • Pryout Strength A„ linl A, [inl c [in.] k, • . • 36.00 36.00 6.000 1.000 ' e.,, [in.] W.,.„ • e,z. [in.] W.a„ W.... Wc,.. k, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N, [lb] ¢ ¢„.,„„ ¢V.,„ [lb] V. [lb] 2634 0.700 0.750 1383 352 Concrete edge failure in direction x+ - I, [in.] d, (in.] c, [in.] � Dill A (inn) • 2.000 0.500 6.000 60 :00 162.00 • w..v wnv e..� lin.) - . w.,.,, w.v 0.900 1.000 0.000 1.000 • • 1.000 - V, [lb] ¢ ¢..:,.. ¢V,,„ [lb] V. [lb] 5258 0.700 0.750 920 . 352 . 5. Combined tension and shear loads p, = N, /¢N, p, = V,l¢V, S Utilization p„ [ %] Status 0.539 0.383 5/3 56 OK p.. = p: + K < = • Input data and results must be checked for agreement with the existng conditions and for plausibility! PROFIS Anchor I c) 2003-2009 Hilti AG. FL -9494 Schwan Hilt is a registered Trademark of Hilt AG. Schaan • • • I • • '11!uu` r www.hilti.us PROFIS Anchor 2.0.9 — Company: AZH Consulting Page: 3 – ..— -- Specifier: Daniel Skovron Project: TVF&R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: ' 6/28/2010 E -Mail: daniel@azhengineers.com 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential • concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-0 section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • • • Fastening meets the design criteria! • • • • • • • • Input data and 'results must be checked for agreement with the existing conditions and for plausibility! PROFIS MO; I c) 20032009 HiiS AG. FL -9494 Srhaan Hitt is a registered Trademark of Hilt AG. Shcaan • • • t T , • 4;r • www.hitti.us PROFIS Anchor 2.0.9 — Company: AZH- Consulting-Engineers Page: 4 Specifier: Daniel Skovron Project: TVF &R Center Address: 10175 SW Barber Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel©azhengineers.com • 7. Installation data . Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2) Profile: no profile Installation torque: 480.001 in.-lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. • A y • • • • • 0 0 0 0 0 0 • • • . • x . 1 • 0 0 0 .0 0 0 • • 1.5000 1.5000 1.5000 1.5000 • • • Coordinates Anchor [in.] • Anchor x y c c c c 1 0.000 0.000 36.000 6.000 36.000 6.000 Input data and results must be Chocked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 20)3.2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hdti AG, Schaan • • • JOB: TVF *R CENTER ( • )01 75 5w Barbur Blvd. SHEET NO.: Z OF Suite 2008 Portland. OP, 9721.9 CALCULATED BY: 05 DATE 6125/10 Ph: 503.892.9700 Pa.:-503:892:9797 CHECKED DATE - -- Consulting Engineers PROJECT NO.: / 0 -2052 TRANSFORMERS T2A,I3,C Equipment Data Wtot: 800 Ibs L: 30.1 In W w: . 20 In Cg • h: 37.1 In hcg: 45 in - cgx Fp: 0.39 wp Fv: 0.10 wp . . Anchored to concrete? (Y or N)I • Y I Connection Coordinates x(ln.) y(in.) stiffness (N) Location of C.G. 0 0 Xcg = sum (Wi'xi) / Wtot. = 15. 1 in. 27 0 1 Ycg = sum (Wi'yl) / Wtot. = 10.0 in. 0 17 27 17 1 Eccentricity ex = L/2 - Xcg = 0.00 in. ey = w/2 - Ycg = 0.00 in. • ex, minimum (5 %) = I .5 I in. ey, minimum (5 %) = I .00 in. • Maximum Reactions, from Principal Axis Calculation' (ASD) • Cmax = 906 lbs = => compression Tmax = 532 lbs =_> tension Vmax = 113 lbs = => shear Maximum Reactions, from Principal Axis Calculation (LRFD) • • Cult. = I .4Cmax = 1 269 lbs = => compression Tult. = I .4Tmax = 745 lbs =_> tension • Vult. = I .4Vmax = • 158 lbs = => shear • . Principal AXIS Calculation • _ . . • TRANSFORMERS T2A, B, C Concrete Input Data anchor factor W Vertical g's horizontal g's Fp Fv hcg Xcg offset Ycg offset • I.3 800# 0.100 0.390 406# 104# 45° 2" I' Stiffness Overturning Loads . Restraint Locations Factor ly I Ix I Ixy J I (W 4 fp) Check X Y N (X -Xcr) (Y -Ycr) (X- Xcr)'(Y -Ycr) r P ot Mx IMy I 0.00" • 0.00" I 182 72 115 255 680 5782 9183 2 27.00" 0.00" I 182 . 72 -1 15 255 275 234 I -3718 3 0.00" 17.00" I 182 72 -1 15 - 255 -275 • 2341 -3718 4 27.00" 17.00" I 182 72 I15 255 -680 5782 9183 5 G 7 8 9 10 11 • 12 • 13 14 ' 15 16 17 I 8 - • 19 20 . • 21 22 - 23 • 24 25 26 • Center of Restraints ly total - lx total Ixy total J total 0.0 1 6245 10929 13.5 8.5 4 729 289 0 1018 o - l o . Cx Cy # of Restraints Theta Tani r max 13.5" 8.5° 4 32.2 deg 0.562 rad 0.630 16" • Mx My Mz Mxly= Mylxy Mylx -MxIxy Ixly -Ixy` Max Restraint Load 1 6245in# 10929in# _ 733in# 1.18E+07 3.16E +06 2.11E+05 Comp 906# Tens (w/ 85% gray) 532# ...C Shear 113# I • 1 � www.hilti.us PROFIS Anchor 2.0.9 Company: - AZH Consulting Engineers Page: - 0 - - - Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503- 892 -9700 1 503- 892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Specifiers comments: Transformers T2A,B,C anchors 1. Input data Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2) Effective embedment depth: h = 2.000 in. Material: Carbon Steel ti # Evaluation Service Report:: ESR 1917 p ` Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x 1, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 3000, f,' = 3000 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] ,'' y z x o o ... - t=0250 h„,„„=2.625 '.! - O v x> .. h =4.000 o _ • o 0 rtOi ' '. . - . - . ..... re r 36.000 4.000 Loading [lb, in.-lb] Governing loads Governing loads (Load case 1) N =745 Vy, =0 N 745 M 0.000 M 0.000 V. 158 z V, 0 M. 0.000 M 0.000 M 0.000 • Arr , x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, = 158 M, = 0.000 Input data and results must be checked for agreement with the existing condtions and for plausibility! PROFIS And ( c )2003-2009 Hilti AG. FL -9494 Schoen Hitt is a registered Trademark of Hite AG. Sdsaan • • • LIC III www.hiltl.us PROFIS Anchor 2.0.9 -- Company: AZH Consulting-Engineers Page: 1 Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 • E -Mail: daniel@azhengineers.com • 2. Load case /Resulting anchor forces - • Load case (governing): Anchor reactions Qb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 745 158 158 0 y • max. concrete compressive strain [%.]: 0.00 max. concrete compressive stress [psi]: 0 • resulting tension force in (x/y)= (0.000 /0.000) [Ib]: 745 Ten ion resulting compression force in (x/y) =(0/0) [Ib]: 0 • • • • 3. Tension load Proof Load N.. [Ib] Capacity N. [Ib] Utilization 13„ [%] = N_ /qN, Status Steel Strength' 745 6022 12 OK • Pullout Strength' N/A N/A N/A • N/A Concrete Breakout Strength" 745 1284 58 OK • most unfavorable anchor "anchor group (anchors in tension) • Steel Strength - ■» [lb] 4 q..... 41N.. [Ib] N. [Ib] . • 10705 0.750 • 0.750 6022 . 745 • Concrete Breakout Strength A,, [ire] A„ [1n9 c [in.) c. [in.] 36.00 36.00 4.000 5.500 • e.,. [in.] W ea. [in.] W .vH W ... w k. 0.000 1.000 0.000 1.000 1.000 1.000 17.000 • N. [Ib] q 0 ..... 4N„. [Ib] N. [lb] 2634 0.650 0.750 1284 745 • Input data and results must be checked for agreement with the existing conditions and for plausiblirty! PROFIS Anchor (c ) 2003.2009 Hilti AG, FL -9494 Schoen Hihi is a registered Trademark of Hilti AG. Schaan - • • • • 1 16 www.nlitl.us PROFIS Anchor 2.0.9 • Company: AZH'Consulfing • Page: 2 • Spedfier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 Phone I Fax: 503- 892 -9700 ] 503 - 892 -9797 Date: • 6/28/2010 E -Mail: daniel@azhengineers.com • 4. Shear load Proof Load V. [lb] Capadty pV, [lb] Utilization p„ [ %] = V„ /eV, Status Steel Strength* 158 3122 5 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength' 158 1383 11 OK Concrete edge failure•in direction 158 751 21 OK • x +.- most unfavorable anchor "anchor group (relevant anchors) • Steel Strength • • V. [lb] m • 4..... 4V.. [lb] V. [lb] 6405 0.650 0.750 3122 158 . • • Pryout Strength • • A„ lin A.e [ins) c lin.] k • • • 36.00 36.00 4.000 1.000 ea„ [in.] W.a). 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N, [lb] m m pV [lb] V. [lb] 2634 0.700 0.750 1383 158 Concrete edge failure in direction x+ • l [in.] d, [in.] c, [in.] A [in'] A,. P] 2.000 0.500 4.000 40.00' 72.00 • es„ [in.] W ..s • • • 0.900 1.000 0.000 1.000 • 1.000 V, [lb] • m 0 4,V [lb] V. [lb] 2862 0.700 0.750 751 158 • 5. Combined tension and shear loads p, = N p = V/pV G Utilization p, ,1 %] Status 0.580 0.210 5/3 48 OK p. = +[; <= 1 • Input data and results must be chedced for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilb AG, FL -9494 Schaan Hilt is a registered Trademark of Hdti AG, Sthaan • • • www.hittius PROFIS Anchor 2.0.9 — . - Company: AZH Engineers Page: 3 Specifier: • Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 • Date: 6/28/2010 E -Mail: daniel@azhengineers.com • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or • pryout strength governs. • • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment- • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • • • • Fastening meets the design criteria! • • • • • • • • • • Input data and results must be Checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor ( c) 2003-2009 H,Iti AG, FL -9494 Scnaan Htlti is a registered Trademark of WO AG, SChaan • • • • www.huti.us • PROFIS Anchor 2.0.9 • Company: AZH Consulting-Engineers Page: 4 Specifier: Daniel Skovron Project TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 - 892 -9797 Date: 6/28/2010 E -Mail: daniel @azhengineers.com • • 7. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2) Profile: no profile Installation torque: 480.001 in. lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. • • • `y • • • 0 0 • 0 0 • 0 0 u, U, • X 1 • 0 0 0 0 0 0 1.5000 1.5000 • 1.5000 1.5000 • • • Coordinates Anchor [in.] Anchor x y c c c. c ,� • 1 0.000 0.000 36.000 4.000 36.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibityl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • JOB • TVF I P. .c.c.--,, J2 AZH CONSULTING ENGINEERS SHEET NO. `� ' OF 10175 SW BARBUR BLVD. SUITE 2008 CALCULATED BY b DATE 6 A° e PORTLAND, OR 97219 PH: 503.892.9700 FAX: 503.992.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. / - 20 rZ f UP 5 Ac ,- Icy" 1 iii ' 2ri• ' , A t 6‘‘ scs‘ 4 4- - , / �I IQpC?rsr) = U� �0 2 �7 -* d e 1 /1- ` -, 7 vc -4- a ,,..,... vv- 3.3. V , = O. 39x (Aj = 33‘S F -• 0.10 x w x1,3= 763 • - SE15 M I.c s . r r--56 [r' \% CLIP5 `^'/ A NC+,}c,r 0 , 3 2 ANCt+o,R,s- ;14- = N.- E,s,) K 3 _ r - 9L, iiz6 11 } R Ad7r — AIR,_ . --. •(1-RF ,�— M07 t16:1._ x 1. 9 = 66 7 CLEF) V A NC 1� q(�. = T=+4- -E (- L{ = 1172 (Lg F =b) A- S'E' PP0 IXJTPt-fr F - AJUGIic,k' 1.6516 NS's' • ST LICTURAL- - COICTRUCTDU MNY121.04 - - 5O541C BRACIIC - • C14+1I17.AJNL ORARRC • • S Mu 1.711 _www.hltn.us PROFIS Anchor 2.0.9 • Company: AZH Consulting Engineers Page: 0 Specifier. Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -97001 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel@azhengineers.com Specifiers comments: FUPS seismic dip anchors 1. Input data Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (2) Effective embedment depth: h = 2.000 in. Material: Carbon Steel ' _ Eva luati on Service Report: ESR 1917 Issued I Valid: 9/1/20071 - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 7.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , , f: = 3500 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Geometry [in.] • • y A z O ° Ill x US O t =0.250 ° r h °2.625 h n x = 4.000 ri, ii 0 1, = 3.000 n 36.000 16.000 • Loading [lb, in. -114 Governing loads Governing loads (Load case 1) N =1295 V =1268 N 1295 Mr 0.000 M 0.000 V 0 z V, 1268 M, 0.000 M, 0.000 M, 0.000 x A r Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, =0 M, = 0.000 Input data and results must be Checked for agreement with Ste existing conditions and for ptaudbfity! PROF1S Anchor (c) 2003-2009 Hitti AG. FL -8494 Sc haan Hitt is a registered Trademark of Hi@ AG, Schwan • • 51 F 111L .T 1.. www.nilti trs PROFIS Anchor 2.0.9 — Company: AZH Consulting Page: 1 • . Specifier. Daniel Skovron Project: TVF&R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 • E -Mail: daniel(gazhengineers.com 2. Load case/Resulting anchor forces • Load case (governing): Anchor reactions [lb] Tension force: ( +Tension. - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 647 634 0 634 2 647 634 0 634 max. concrete compressive strain [9L]: 0.00 Ten 'on ' max. concrete compressive stress [psi]: 0 . resulting tension force in (x/y)= (0.000 /0.000) [Ib]: 1295 x resulting compression force in (xty) =(0/0) [Ib]: 0 3. Tension load • Proof Load N. [Ib] Capacity $N [Ib] Util p. [ %] = N /pN, Status Steel Strength' 647 6022 11 OK • Pullout Strength' N/A N/A N/A N/A • Concrete Breakout Strength" 1295 2628 49 OK most unfavorable anchor "anchor group (anchors in tension) - • Steel Strength • • N. [Ib] p •N„ [Ib] N. [Ib] • • 10705 0.750 0.750 6022 647 Concrete Breakout Strength A. [inl A [n c [in.] c„ [in.] 68.22 36.00 16.000 5:500 e.,.. [in.] W, ea. [in.] W .ar W.a. War k, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [Ib] p 0 ON.. [Ib] N. [lb] • 2845 0.650 0.750 2628 1295 • • input data and results must be chhcdced for agreement with the existing cond/bons and for plausibility! • PROFIS Anchor (c) 2003-2009 Hilt AG. FL -9494 Schaan Hilti is a registered Trademark of Hibi AG. Schoen • • • • • 1 • wtww.hilti"us PROFIS Anchor 2.0.9 • Company: AZH•Consulting-Engineers Page: 2 -- Specifier: Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel @azhengineers.com 4. Shear load • . Proof Load V. [lb] Capacity 4V. [lb] Utilization 0„ [ %] = V /4)V Status Steel Strength' 634 3122 20 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength" 1268 2830 45 OK Concrete edge failure in direction 1268 1623 78 OK • t +.. most unfavorable anchor "anchor group (relevant anchors) • Steel Strength • • V. Pb) , 4 �; (V„ [lb] V. [lb] • • 6405 0.650 0.750 • 3122 634 Pryout Strength A pill A.. [ins] c [n.] k 68.22 36.00 16.000 1.000 e.,„ [in.] W .,.� ea„ [in.] 4 Wb,k W4. k, • 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] 4 tp, 4)V, [lb] V„ [lb] 2845 0.700 0.750 2830 1268 Concrete edge failure in direction y+ • • I, [in.] d, [in.] c, [in.] A [in] . A (in 2.000 0.500 16.000 160.00 1152.00 We Wn„ e..„ [in.] 0.900 1.000 0.000 1.000 1.000 V. [lb]• • 0 01e■s 0 [b] V. [lb] 24729 0.700 0.750 1623 1268 5. Combined tension and shear loads 0. = N„ /epN, p = V. /¢V, • { Utilization p,„ [ %I Status 0.493 0.781 5/3 97 OK • • Input data and results must be c hedced for agreement with the wasting conditions and for plausibility! PROFIS Anchor (c) 20032009 Hilti AG, FL -9494 Srhaan Hilti is a registered Trademark of Hai AG, Sthaan • • • • G> • a1 1■.T1_ • • www.hittl.us PROFIS Anchor 2.0.9 Company: AZH Page: 3 -- Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 629/2010 E -Mail: daniei @azhengineers.com 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or . pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this . is NOT the case, ACI 318-0 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • • • • • Fastening meets the design' criteria! • • • • • • • • • • • • • • • • • • • Input data and results must be checked for agreement with the aambng conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt AG. FL -9494 Scttaan Hitti is a registered Trademark of Hitt AG. Sthaan • • . www.hilti.us PROFIS Anchor 2.0.9 -- Company: AZH•Consulting- Engineers Page: 4 - Specifier. Daniel Skovron • Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub- Project I Pos. No.: 10 -2052 • Phone I Fax: 503-892-97001503-892-9797 Date: 6/29/2010 ' E -Mail: • daniel @azhengineers.com 7. Installation data • • Anchor plate, steel: - • Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2) Profile: no profile • Installation torque: 480.001 in. lb • • ' Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. • • A y • 0 0 0 2 • O 0 0 U ei x 0 0 0 U, ai 0 u, 1 m • 0 1.5000 1.5000 1.5000 1.5000 • Coordinates Anchor [in.] Anchor x y c_ c„ c, c, • 1 0.000 - 2.685 36.000 16.000 36.000 21.370 2 0.000 2.685 36.000 16.000 41.370 16.000 Input data and results must be checked for agreement with the Busting conditions and for plausibility! PROFIS Anchor (e) 2003-2009 Hit AG. FL -9494 Schwan Hilt is a registered Trademark of Hilti AG, Schwan • • • SS www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier: Daniel Skovron Project TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel(dazhengineers.com Specters comments: FUPS battery anchors 1. Input data Anchor type and diameter. Kwik Bolt 12 - CS, 1/2 (2) Effective embedment depth: h = 2.000 in. • + +rli '11 Material: Carbon Steel ~ -° Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand-off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I x 1, x t = 3.000 x 3.000 x 0250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , , f' = 3500 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement. none or < No. 4 bar Geometry [in.] • z Y X c 3.000.: , t =0250 h„,„,=2.625 • • 0 o. h = 4.000 1 • O i i = 3.000 36.000 16.000 • Loading [lb, in. lb] Governing loads Governing loads (Load case 1) N = 667 V,, = 0 N 667 M 0.000 M =0.000 V 1178 z V, 0 • M, 0.000 0.000 M 0.000 A ` x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C. D, E, or F): yes V, = 1178 M,= 0.000 Input data aid results must be checked for agreement with the existing conditons and for plausibility! PROFIS Anchor (c) 20012009 Hilt AG. FL -9494 Sc haan Hite is a registered Trademark of Hitt AG. Schoen • • III TI www.hiltLus PROFIS Anchor 2.0.9 V • — Company: AZH Consulting•Engineers Page: 1 Specifier: Daniel Skovron Project: TVF&R Center • • Address: 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 • E -Mail: daniel@azhengineers.com • 2. Load case/Resulting anchor forces • Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, -Compression) Anchor Tension force Shear force • Shear force x Shear force y 1 667 1178 1178 • 0 max. concrete compressive strain (%o]: 0.00 • max. concrete compressive stress [psi]: 0 • resulting tension force in (x/y)= (0.000/0.000) [lb]: 667 Ten ion • resulting compression force in (x/y) =(010) [lb]: 0 3. Tension load V V Proof Load N. [lb] Capacity oN„ [lb] Utilization p. [ %] = N /pN Status Steel Strength' 667 6022 11 OK Pullout Strength' N/A N/A N/A . N/A Concrete Breakout Strength" 667 1387 48 OK • • - • most unfavorable anchor "anchor group (anchors in tension) • • • . Steel Strength • N [lb] 4 P ..d� • 4N.. [lb] • N. [lb] . 10705 0.750 0.750 6022 667 • Concrete Breakout Strength • A„. [inl] A„. pig c [in.] c. [in.] 36.00 36.00 16.000 5.500 e.,.e [in] W.ar e [in.] Wear W..r Wen.. k, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 • N. [lb] 4 0.... ON.. [lb] N. [lb] • 2845 0.650 0.750 1387 667 • • • • Input data and results must be Checked for agreement with me existing conditions and to plausibility! PROF1S Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Mb AG, Srhaan • • • :1 11`[T1I www.hilti.us • PROFIS Anchor 2.0.9 - Company: AZH ConsuttingEngineers Page: 2 • -- Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 I 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel @azhengineers.com 4. Shear load Proof Load V. [lb] Capacity +V, [lb] Util ft„ [ %] = V /4)V Status Steel Strength' 1178 3122 38 OK • Steel failure (with lever arrn)' N/A N/A N/A N/A Pryout Strength" 1178 1493 79 OK Concrete edge failure in direction 1178 1623 73 OK x + .. most unfavorable anchor "anchor group (relevant anchors) • Steel Strength V. [lb] • 4i 0 4)V.. [lb] V. [lb] • • 6405 0.650 0.750 3122 ' 1178 • Pryout Strength A � (nl A pre] c [in.] k • 36.00 36.00 16.000 1.000 • e.,.v [in.] WK,,, eav [in.] W .a. 9 WEPA ko 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N. [lb] m 0..... [ib] V. [lb] . • 2845 0.700 0.750 1493 1178 Concrete edge failure in direction x+ [in.] d. [in.] c, [in.] A [i ii . A WI 2.000 0.500 • 16.000 160.00 1152.00 W..v W..v ecv [in.] W...v Wcv • 0.900 1.000 0.000 1.000 1.000 V, [lb] 4 COMM $V [lb] V. [lb] 24729 0.700 0.750 1623 1178 • 5. Combined tension and shear loads p.= N,/4)N, [;„ = V, / r; Utilization p,„ [ %] Status 0.481 0.789 5/3 97 OK • aw =p + 1 • • Input data and malts must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hite AG. FL -9494 Schaan Hite is a registered Trademark of Nib AG. Schaan • • 5� • •11LT www.hilti.us ' PROFIS Anchor 2.0.9 — -- Company: AZH•Consu!ting- Engineers Page: 3 -- Specifier: Daniel Skovron Project TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10,2052 Phone I Fax: 503 -892 -9700 1 503-892 -9797 Date: 6/29/2010 . E -Mail: daniel@azhengineers.com • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this . is NOT the case, ACI 318 -0 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the • attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in . • • ACI 318-0 section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actionsl Fastening meets the design criteria! • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor (c) 2003-2009 Hilt AG, FL -9494 Schaan Hilt is a registered Trademark of Hitt AG. Schaan • • • . 51 • • 1I 11 r. 1 www.hllti.us PROFIS Anchor 2.0.9 • -- - Company: AZH Page: 4 • Specifier: Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 1 50392 -9797 Date: 6/29/2010 . E -Mail: daniel@azhengineers.com • 7. Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (2) Profile: no profile Installation torque: 480.001 in.-lb Hole diameter in the fixture: d = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. A y • • • • • 0 in o 0 o a 0 to • • 0 • 1 • 0 0 • 0 0 0 0 MI MI 1.5000 1.5000 1.5000 1.5000 • • • Coordinates Anchor [n.] Anchor x y c c, 1 0.000 0.000 36.000 16.000 36.000 16.000 Input data and results must be checked tor agreement with the edsdng conditions and to plausibility! • PROFIS Anchor ( c )2003-2009 Hitti AG, FL -9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan • • JOB TVF AZH CONSULTING ENGINEERS SHEET NO. OF 101 75 SW BARBUP BLVD. LAND. z O R 9 CALCULATED BY DATE h. / :c. PORT - - - _ LAND, OR 97219 S PH: 503.202.0700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. 16 ^ 20S-2_ ups / 1-sci-korzAGE. - WP c - 11'7'5 = ?y 27 1/4._ U cr) - W x 1. = L/ 2-714* .! Jr- = 0.1ox , x1,3= IOglo 41Qs • C1'�'o2 Mar P+t 14-r.,01 = l 62 - 3G 1 � zi MR = \W i g - F w) - � ` 1 22,!422 l 7 x 2 cLl P V/ = rp44 / sz 1 1 4 = / /02 (1(1-16. 6 • I %(2-= ��- XI.1 5- 4 ,4 1 4- C1-1 3Z '3rh,3r S IRs 5c� PRFi 5 cur i c= St c NS 4 • 5TRUCIUWLL- - COUSTRUCTION MANAGEMENT • - 505MIC BRAGNG- • [NGINQRING DRARIIG • NIIAT1 6 � www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier. Daniel Skovron Project TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel@azhengineers.com Specters comments: SUPS seismic clip anchors 1. Input data Anchor type and diameter: Kwik Bolt TZ - CS, 112 (2) Effective embedment depth: h = 2.000 in. d�►r'M° ate �} ff .y Material: Carbon Steel N ; , t r Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -oft); t = 0.250 in. Anchor plate: I x I, x t = 3.000 x 7.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , , f, = 3500 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] y o t =0.250 h_,=2.625 ° h =4.000 tri o -_ ° o m 36.000 16.000 Loading [lb, in.-lb] Governing loads Governing loads (Load case 1) N =1643 V, =1102 N 1643 M= 0.000 M =0.000 V 0 V, 1102 M, 0.000 M, 0.000 M, 0.000 AllOr Eccentricity (structural section) [n.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, =0 M, = 0.000 Input data and results must be checked for agreement with the adsang conditions and for plausibiiry! PROFIS Anchor (c) 20032009 Had AG, FL -9494 Shcaan Hilt is a registered Trademark of Hits AG, Schwan • • • 6 2- • • www.hiltius PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 1 Specifier. Daniel Skovron Project TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 - 97001503 -892 -9797 Date: 6/29/2010 • E -Mail: daniel @azhengineers.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, -Compression) • • Anchor Tension force Shear force • Shear force x Shear force y 1 821 551 0 551 y 2 821 551 0 551 max. concrete compressive strain [960]: 0.00 Ten ion max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [lb]: 1643 x • resulting compression force in (x/y) =(0/0) [lb]: 0 • • 3. Tension load . Proof Load N. [lb] Capacity oN, [lb] Util R. [ %] = N. / ?N, Status 'Steel Strength' 821 6022 14 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" 1643 2628 63 . • OK .. •. . . _ ' • most unfavorable anchor — anchor group (anchors in tension) Steel Strength • N. [lb]. - . m ON. [lb] • N,. [lb] • • 10705 0.750 • 0.750 6022 821 • Concrete Breakout Strength. A. [in'l A.. [ire] • c [in.] c,. [in.] 68.22 36.00 16.000 5.500 e „r [in.] W .rr e,,„ lin.) 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N, [lb] 4 ... ON ,,, [Ibl N. [lb) 2845 0.650 0.750 2628 1643 • • • Input data and results must be checked for agreement with the epsting conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 HOti AG, FL -9494 Schoen Hilt is a registered Trademark of HUG AG. Sdhaan • • . 43 TI . www.hittLus _ PROFIS Anchor 2.0.9 -- Company: AZH•Consulting- Engineers Page: 2 —_ Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 I 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel@azhengineers.com 4. Shear load . Proof Load V. [lb] Capacity ¢V, [lb] Utilization [i„ [ %] = V„ /¢V. Status Steel Strength' 551 3122 18 OK . Steel failure (with lever arm)* N/A N/A N/A N/A • • Pryout Strength 1102 2830 39 OK Concrete edge failure in direction 1102 1623 68 OK y +.* . • ' most unfavorable anchor "anchor group (relevant anchors) Steel Strength . V.. [Ib] ¢ COMM ¢ [lb] • V. [lb] • 6405 0.650 0.750 3122 551 Pryout Strength A.. [in A. , VW] c [in.] k. 68.22 36.00 16.000 1:000 • e.,,, [in.] W..,,, eav [in.] W..v V.... W4. k. 0.000 1.000 0.000 1.000 1.000 • 1.000 17.000 N. [lb] ¢ 4.e.. ¢V.., [lb] V. [lb] 2845 0.700 0.750 2830 1102 • • Concrete edge failure.in direction y+ _.. . . - • I. [in.] d. [in.) c, [in.] A„. [in A„v. (in 1 . . 2.000 0.500 16.000 • 160.00 . .. 1152.00 . . . W..v Wa„ es„ [iri:] W...,. W.,. . 0.900 1.000 • 0.000 • 1.000 ' • 1.000 ■ • V. [lb] ¢ ¢,~ K. ¢V.. [lb] V. [lb] 24729 0.700 0.750 1623 1102 5. Combined tension and shear loads 0. = N, /¢N, g„ = V, /¢V, C Utilization B..„ ( %] Status 0.625 0.679 5/3 98 OK B.,.= R: + p: < =1 Input data and results must be nested for agreement with the eldsting conditions and for plausibility! PROFIS Anchor ( c )2003-2009 H9d AG, FL -9494 Schaan Hilti is a registered Trademark of Hihi AG, Sotaan , • • ba • H1 I 1 www.hilti.us • PROFIS Anchor 2.0.9 — Company: AZH Consulting-Engineers Page: 3 Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub•Project I Pos. No.: 10 -2052 Phone I Fax: 503-892-9700 1 503-892-9797 Date: • 6/29/2010 E -Mail: daniel@azhengineers.com • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this • is NOT the case, ACI 318-0 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • •• Refer to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads'into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • Fastening meets the design criteria! • • • • • • • Input data and results must be checked for agreement with the wasting conditions and for plausibility! PROFIS Anchor (c) 20032009 Hitti AG. FL -9494 Sc haan Hilti is a registered Trademark of Hds AG, Schaan • • 6S F www.hilti.us _ PROFIS Anchor 2.0.9 — Company: AZH Page: 4 Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub-Project I Pos. No.: 10 -2052 • Phone I Fax: 503 -892 -9700 1 503-892 -9797 Date: 6/29/2010 E -Mail: daniel©azhengineers.com 7. Installation data • Anchor plate, steel: - Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (2) Profile: no profile Installation torque: 4.80.001 in. lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. • • • • 0 U, O 2 0 • 0 x • • 3 • 0 0 • 0 0 of O o 1 ,. 0 1.5000 1.5000 1.5000 1.5000 } Coordinates Anchor tin.] Anchor x y c, c., c, c„ 1 0.000 -2.685 36.000 16.000 36.000 21.370 2 0.000 2.685 36.000 16.000 41.370 16.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 20032009 Hdti AG, FL -9494 SCrean Hilli is a registered Trademark of Hi10 AG, Schaan • • • 64- 1 11`TI www.hilti.us PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier: Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 629/2010 E -Mail: daniel @azhengineers.com Specifiers comments: SUPS battery anchors 1. Input data Anchor type and diameter. Kwik Bolt TZ - CS, 112 (2) r i _ Effective embedment depth: h, = 2.000 in. .rrltik! Material: Carbon Steel rl Evaluation Service Report: ESR 1917 Issued I Valid: 9/12007 - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I, x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , , f; = 3500 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Geometry [in.] A y A z x • 3� t =o.250 `co • - h,„„,=2.625 • 0 - o h =4.000 ' 1 • o . o • - - .. . .. ( = 3.000 36.000 16.000 Loading [Ib, in.-lb] Governing loads Governing loads (Load case 1) N = 564 V„ = 0 N 564 M 0.000 M = 0.000 V. 1196 z V, 0 M. 0.000 0.000 Ayr 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E. or F): yes V, =1196 M,= 0.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anther (e) 2003-2009 HJfi AG. FL -9494 Sdtaan M S is a registered Trademark of Hitti AG, Sdraan 6 • • • • 11_19 www.hilti.us PROFIS Anchor 2.0.9 T — Company: AZH Page: 1 Specifier. Daniel Skovron Project TVF &R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503-892-9700 1 503-892-9797 Date: 6/292010 E -Mail: daniel(gazhengineers.com 2. Load case /Resulting anchor forces • Load case (governing): Anchor reactions [Ib] • Tension force: ( +Tension. - Compression) • Anchor Tension force Shear force Shear force x Shear force y 1 564 1196 1196 0 max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [Ib]: 564 • . Ten ion • resulting compression force in (x/y) =(0/0) [Ib]: 0 • • ' • • 3. Tension load • Proof Load N. (Ib] Capacity oN, [Ib] Utilization (3. [ %] = N„ /$N„ Status Steel Strength' 564 6022 9 OK . Pullout Strength' N/A N/A N/A . N/A .. Concrete Breakout Strength" 564 1387 41 OK • most unfavorable anchor **anchor group (anchors in tension) • Steel Strength • N. [Ib] .• 0 4iN. [Ib] N. [Ib] • 10705 0.750 .0.750 6022. 564 Concrete Breakout Strength A., ling A [in� c [In.] c. [in.] 36.00 36.00 16.000 5.500 e.,. [in.] W..1, e fin.] W..v. W... W k 0.000 1.000 0.000 1.000 1.000 1.000 17.000 • N, [Ib] 4 $ $N [Ib] N. [Ib] 2845 0.650 0.750 . 1387 564 • • • • • • Input data and resutts must be checked for agreement with the edsting conditions and for plausibility! PROFIS Anchor (c) 2003.2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of H11b AG, Sdaan • • www.hilti.us _ PROFIS Anchor 2.0.9 . Company: AZH Consulting Page: 2 Specifier. Daniel Skovron Project TVF&R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: • daniel@azhengineers.com 4. Shear load Proof Load V. [lb] Capacity 4V, [lb] Utilization pv [16] = V„ /¢V, Status Steel Strength' 1196 3122 38 OK Steel failure (with lever arm)* N/A WA WA . N/A Pryout Strength 1196 1493 80 OK Concrete edge failure in direction 1196 1623 74 OK x +•• • • most unfavorable anchor **anchor group (relevant anchors) . Steel Strength . V.. [lb] 4 4...,:. 4V. [lb] V. [lb] • 6405 0.650 • 0.750 3122 1196 Pryout Strength . A,, ['m'] A.. [in'] c [n.] k 36.00 36.00 16.000 1.000 e.,.� [in.] W.,. ecru (in.] Wv., W... Wm.. k . 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N, [lb] 4 4,,,,,,, 4V,,, [lb] V. [lb] 2845 0.700 0.750 1493 1196 • Concrete edge failure in direction x+ I, [in.] d, [in.] c, [in.] A,. [in'] A,,, [in') 2.000 • 0.500 . 16.000 160.00 , • 1152.00 W...v Wdv e.,v [in.] • W «.v W...v 0.900 1.000 0.000 1.000 1.000 V, [lb] 4 4...— 4V., [lb] V. [b] 24729 0.700 0.750 1623 1196 5. Combined tension and shear loads p, = N, /4N, [„ = V.V. S Utilization p..,, [ %] Status -- 0.407 0.801 5/3 91 OK • Input data and results must be checked for agreement with the wasting oondilions and for plausibility! PROFS Anchor (c) 20032009 Had AG. FL-9494 Schram Hild is a registered Trademark dt Ha6 AG. Sc haan . b�l Fii` r • • • www.nilti.us • PROFIS Anchor 2.0.9 -- - Company: AZH•Consulting-Engineers Page: 3 . Specifier. Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 . Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel@azhengineers.com • • • 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential • • concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided,.or where pullout or • pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure. if this is NOT the case, ACI 318 -13 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-0 section D.3.3.3. or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for deaning and installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • Fastening meets the design criteria! • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor ( c) 2003-2009 HIS AG. FL -9494 Schaan Hit is a registered Trademark of HIS AG. Schoen • • • • 1 ; 1` www.hilti.us PROFIS Anchor 2.0.9 • Company: AZH Consulting Engineers Page: 4 Specifier. Daniel Skovron Project: TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/29/2010 E -Mail: daniel@azhengineers.com • 7. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS. 1/2 (2) Profile: no profile Installation torque: 480.001 in. -lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. . Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. ^ y • • • 0 0 0 0 o o N rn / • • • 1 • 0 0 0 0 0 u7 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor [in.] Anchor x y c c, c c ,, • 1 0.000 0.000 36.000 16.000 36.000 16.000 • Input data and results must be checked for agreement with the existing conddEons and for plausibility! • PROFIS Anchor (c) 200321X19 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Had AG. Sthaan • -> i JOB / V f it '1 AZH CONSULTING ENGINEERS SHEET NO. 7/ OF ? 10175 SW -BAR BUR BLVD. / / SUITE 200B CALCULATED BY D v/( a _ PORTLAND, OR 97219 D ATE PH: 503.992.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS la- - PROJECT NO. Df5T,e,/1g - r o,J ,AFL (y St PI d - N . wa = yso .g sT .zr ,..•� 2 -"Ibk1Cs EA- ST ( N Y sT� sS) F -39x w 1-16 ' If r F es = O. IQ x WF= 1{S C I I�A ;, Nc� ' II 1 3 / " e it ' I r Q- ) II II II 0 iZ) I • - ryP_ls. F e... o.9r� TIDY ?' H� %TI K3 72 I -,-1/ 2`` - / - t it (. CL vArr! ±.J x1.3x 1•`k= ( o vL-T_ 4E s ('RoFiS a CAT Pu -rait 4.1c 1.4 t. T.: SAG. TJ • a Cr- SrJZ...r: 1 T (-° �-r _ 2,e y str_n - 22 # . 22 M" � 32 di ♦4µ1k tt z ji s'rR`.rr /V1,•,-�- _ 2 S J rsi x O -.d? 3 = N00 11 4$ C!),, • STRUCTURAL - • Cp15TRUCTIOR M IIALb dR • - 5B5MK BRACU G - - CuCDffPJNG ORPRIOG • JOB I V F O.. cEN % R_ ff c' AZH CONSULTING ENGINEERS SHEET NO. 7,2- OF _ 10175 SW BARBUR BLVD. SUITE zoos CALCULATED BY �S DATE v/ PORTLAND, OR 97219 PH: S03.092.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS 6 ' 0 S PROJECT NO. 2 • Ck / 5M5 FRO /In S712 ,..) f To AA"-L, sT' W. I s (■1 O I /gcp..x ' VAc ¢. w — I I V Do N o r (I/ 5fuas x 2 9e ra �� — x 2 S T 5 a C.Gu r2.. 5114A VL'> ANovsLy 5�a--- / > A E 4 185 ,==.12 ScRe..., f N+l=.1 s 't.a.+(C- 1N •C , FeMs 4 -'l :e r4• M•se_Q��, -- f - Z(O.62 ') = I . 7s " o.0 I 37s . 3 6C ) ` Fir( (t. • i 3> 1= .7 3 2— V 1 M te g k. -7 0 /s f 7- 6 r /s cp c W C3 K, • STRIICNRAL- - CA$TRJCTION VAINCIMDlT • • 505uiC DRACI G • • CNGII✓IIRllf. DRARIIG • PROFIS Anchor 2.0.9 Company: AZH Consulting Engineers Page: 0 Specifier. Daniel Skovron Project TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub -Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Specifiers comments: Distribution panel (4SDP1) anchors 1. Input data Anchor type and diameter. Kwik Bolt 12 - CS, 3/8 (2) Effective embedment depth: h,, = 2.000 in. g�x . r !. • Material: Carbon Steel �. _,. .� : ... ,... . Evaluation Service Report: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: I, x I x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 3000, f; = 3000 psi; h = 4.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Geometry [in.] A Z A y X • 3:000 ' . : .• � , ° t =0.250 - 0 h,e„' o::.. x h= 4.000 �..., 1 • . I, =3.000 6.000 4.000 Loading [lb, in.-lb] Governing loads Governing loads (Load case 1) N =0 V, =0 N 0 M 0.000 M 0.000 V 160 Z V, • 0 M. 0.000 M. 0.000 A iry M. 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes = 160 M, = 0.000 input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt AG. FL -9494 SUraan HiS is a registered Trademark of Hilt AG. Screen • -7y : 1■11`"1 • www.hilti.us PROFIS Anchor 2:0.9 • — Company: AZH"Consulting Engineers Page: 1 Specifier: Daniel Skovron Project TVF &R Center Address: 10175 SW Barbur Blvd. Suite 200B Sub- Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel ©azhengineers.com . 2. Load case/Resulting anchor forces Load case (governing): • Anchor reactions [lb] Tension force: ( +Tension, - Compression) • Anchor Tension force Shear force Shear force x Shear force y 1 0 160 160 0 y . max. concrete compressive strain (%0]: 0.00 • max. concrete compressive stress [psi]: 0 • resulting tension force in (x/y)= (0.000/0.000) [lb]: 0 resulting compression force in (x/y) =(0/0) [lb]: 0 • • 3. Tension load Proof Load N. [lb] Capacity ¢N, [lb] Utilization pw [ = N /¢N, Status Steel Strength* N/A N/A N/A WA • Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A - • - . . • most unfavorable anchor '*anchor group (anchors in tension) • 4. Shear load • Proof Load V. [lb] . Capacity ¢ [lb] Utilization p„ [ %] = V /¢V, Status . Steel Strength* 160 .1099 • 15: OK Steel. failure (with lever arm)' N/A 'N/A N/A N/A Pryout Strength" 160 1383 12 OK Concrete edge failure in direction 160 689 23 OK x +» • most unfavorable anchor "anchor group (relevant anchors) Steel Strength • V. [lb] ¢ ¢V. [lb] V. [lb] 2255 0.650 0.750 1099 160 • • • Input data and results must be checked for agreement with the existing oonktlions and for plausibility! PROFIS Anchor (C) 20032009 Hftl AG. FL -9494 Sthaan Hita Is a registered Trademark of Hilt AG, Stlaan s F!I`TI„ . www.hilti.us PROFIS Anchor 2.0.9 - - - Company: AZH Consulting-Engineers Page: 2 - Specifier. • Daniel Skovron Project: TVF &R Center • Address: 10175 SW Barbur Blvd. Suite 200B Sub - Project I Pos. No.: 10 -2052 Phone I Fax: 503 -892 -9700 1 503 -892 -9797 Date: 6/28/2010 E -Mail: daniel@azhengineers.com Pryout Strength • [ini A„. [inii c [in.] k 36.00 36.00 4.000 1.000 e<, [in.] Wn e,„.„ [in.] W.Q W.., wm.. k, 0.000 1.000 0.000 1.000 1.000 1.000 0.000 N, [lb] Q Q QV,,, [lb] V. [lb] 2634 0.700 0.750 1383 160 • Concrete edge failure in direction x+ • I, [in.] d, [in.] c, [in.] A„, Una] A m [in9 • 2.000 0.375 4.000 40.00 72.00 e„ [in.] W.<.„ 4 0.900 1.000 0.000 1.000 1.000 V, [lb] Q Q •V� [lb] V,, [lb] • 2625 0.700 0.750 689 160 5. Wamings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • IBC 2006, Section 1908.1.16. requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in . ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5.times the factored forces transmitted by the attachment. • • • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • Fastening meets the design criteria! • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003 -2009 Hilt AG, FL -9494 SUraan H4ti is a registered Trademark of Hitti AG, Sthaan • • • • • - 76 • a1`T1= • www.hilti.us PROFIS Anchor 2.0.9 Company: AZH•Consulting•Engineers • Page: 3 - • Specifier. Daniel Skovron Project: TVF&R Center Address: 10175 SW Barbur Blvd. Suite 2008 Sub- Project I Pos. No.: 10 -2052 • Phone I Fax: 503-892-9700 1 503-892-9797 Date: 6/28/2010 • E -Mail: daniel@a azhengineers.com 6. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 17 - CS, 3/8 (2) Profile: no profile Installation torque: 300.000 in.-lb Hole diameter in the fixture: d, = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (Input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. A y • • • • • • • • 0 0 0 o 0 0 • • • • • • • • 0 x . • • • • • • 1 0 0 • 0 0 o o • 1.5000 1.5000 • 1.5000 1.5000 • • • Coordinates Anchor [in.] Anchor x y c c c. 1 0.000 0.000 6.000 4.000 6.000 4.000 • Input data and results must be checked for agreement will the existing conditions and for plausibilityl • PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan • Hilb is a registered Trademark of KW AG. Schaan • • • • • • • • • • JOB: • TVFWR Center • • e Note MOO 9e MOO 97 5h T NO.: Pwnad. OR 97219 . Ph: 903.e92.9:00 CALCULATED BY: Q577 OF DATE G2Qr 10 Fa, 909A92.997 CnECRED BY: DATE . – CdasultingEngineers PROJECT NO.: 10:2052 Panel with strut backing (Wp < 155 LB5) 3/8•' strut boll, Typ. At 4 (E) 20 GA.metal locations unit to strut studs ® 24 "o.4 (2) Ct 0 sms, Typ. At 6 locations Strut to metal stud wag • Equipment Data _j-- # w 1 e • ti = Unit height = 32 in II ® - . 1 • 1 • W= Unit Width = 20 in • ® . D = Unit Depth = 5.75 in — C.G. C.G s = Edge Distance= 2 in " ® F° y ha Wtot = unit weight : 1 55 Ibs • ■ ® ® • 1. ,.'- y = vertical anchor spacing: 28 in . e = eccentncity: 3.8 • in Front Elevation n = number of connections : 1 3 1 at intermediate stud . • m = No of screws / connection= I 2 I Side View Elevation Fp: 0.390 Wp Fv: 0.100 Wp Fp = GO Ibs Fv = 16 Ibs • Maximum Reactions At iritermediate connection: Tmax = (Fp /2) /(n'm) + ((W +Fpv) /2)"e/(y'(n/2)'m) = 8.8 Ibs . .. . Vmax = (Fp /2) /(n'm) + ((W +Fpv)/2) /(n'm) = 19.2 Ibs Connection Screw Size # = 10 SMS • Minimum Gage of Steel = 20 ' Shear capacity = 15 I Ibs • Tension capacity= 76 Ibs Check Screw Bending Gyp. Thickness (2- layer)= 1 .25 in • Shear per screw = 19.2 Ibs Screw root diameter = 0.13 in fb = Screw bending stress = ( 55.8Iksi Fb= 80ksi . per 2005 N05. Table I /. page I G0 . Interaction Ratio Vmax / Vall + Tmax / Tall + fb / fb = 0.94 (GOOD CONNECTION I • • JOB Tv F 4 1a s, AZH CONSULTING ENGINEERS SHEET NO. 7s3 OF - ---�• 10175 SW BARBUR BLVD. • SUITE 2008 CALCULATED BY DS DATE 6/(0 P_ORT.LAND._OR 97219 PH: 503.892.9700 FAX: 503.B92.9797 CHECKED BY / DATE CONSULT ING ENGINEERS PROJECT NO. 10 — "OS - • T YFrc A-c_ P- NO d Arr P.q %--5 W CAA4)L 200 cp. 3c=, x w, _ 78 = o.l x 1A, = .20 • 0 N (y) # s►-Is te A. .1oc &vary s'AC. & C zo... )Z ( • 1§-/ . CL • • STRUCTURAL. • CONSTRUCT ON WAW■GLMCNT • - 5135M1C ERWONG • • [wN+¢RU4 OWT11G • • • Jos 71/F etg- ,'• 1 ‘-' 0 AZH CONSULTING ENGINEERS 10175 SW BARBUR BLVD. SUITE 20013 PORTLAND, OR 97219 Si IEET NO. 71 OF CALCULATED BY b c" DATE L /I° PH: 503.892.9700 FAX: 502.1392.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. IC "'" 20 5 • . . E tu c-i PAN & S 4 C" • L1/43 11-1-i-i- =--- -2 0,, +.--- .2 ........, e1" —i- • ''.--- (l-fik) 1 (1 . , i . , i i-f.- ic,}-er = VA- P.-I e S \ 4 " • / 72 , Itkik r i • _.. ,._ .. _..._..._. ...__ ba pr -= is^#LA • • '1 w ,, _CR 5-± ! 4 F _-_- C.,_ to rc \M =-- fc . -i,..i-----m-refir m.m.--.-.---.---. Pv F. IV . . . Ats-x-fx S-44-12. _ - Doi: 2- -iA %S .ms qk, ---- .-.th-- - nip, PAPE L s 51" FsAc K% 0.J. • . eL E VATI 0 P.-I WE'. . ... C L A r■5( t_ E : Pi Z- (lijr' t-t. / 6 4- /.5 4 4 I = P - 0, T't p, 3 2 11 d• sr> s . 1 2 ' S c 1.1 _ Zil 5 Nt ... .-) 5 RE - c- -- o. C 36 ) % -----,. - -- ( --1 • i'l, -1- AA i TRY L I Y. 1 l i 4 --) S ---0.0 - 3 .. ( - 01/1? c) @.. rc • STRJX7URAL • - CCV3TPJ.1CTION “M.C.2LeNT • • bflAIC BRACHC • ' • Cur.a&P.PC DRAFTPG • . . • JOB 7 'F R C� ? c � . �w A) - AZH CONSULTING ENGINEERS SHEET NO. 0 OF 10175 SW BARBUR BLVD. i SUITE 2008 / �� - __ P_ORT.LAND._OR_9.7.2.1.9 CALCULATED BY ,�, `_+ DATE o PH: 503.892.9700 __- FAX: 503.892.9797, CHECKF -D BY DATE CONSULTING ENGINEERS PROJECT NO. !d — . 2 vS..2_ • C_ /2 SA4 w�fi��� x � _ 3`� MA,e r5L1z<<.. r = -� r /z. • 2 �c FL c ..�.2 • (( —\ r? ') /3 *to /,wti 1 e V^1.1.- _ /77` . Viscn..e.1... - o �, • smucTUIW • • COMTRURIDN mANAGUA[1R • • 505MIC DRAUUG • • cf,un¢wtG DRAT= • Jos — 1 - 1/- AZH CONSULTING ENGINEERS SHEET NO. . I OF 1 0175 SW BARBUR BLVD. ff SUITE zoos CALCULATED BY DS DATE O// PORTLAND, OR 97219 _ PH: 503.592.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING. ENGINEERS O 2c SZ PROJECT No. D�TRMtNE W��1(� pg.E S Su t 2o —0/2 TRuSSEA Towc� V = c j c M turf Re,ciF m 1G t-+T SG Ex c R EF = .20 DESIG N 4-1--= � 1 PRuJ`�TE� /�Rch S "XI 2\x31 + r /6 . x2.1."x3D z x 20� 1 !►LIN = . 3F .F.} Z ,41Zcq (mac mo d \ = v - 4 - 4- A SGE z S Ft . G 2,3 + 3 -y= 4 2 K��► -+ � � Cp = I- Sal x (6 E Z -.4- 0 - 5 _ b 3Z • STROCfURK- - C0I6TRLCTIO M Cf UT- • S05uiC 15P.M2 - - D RRG ORIeRRL- g2 4). ASCE7 6.5.13, Design Wind Load on Open Buildings and Others Structures F = q G Cf A Eq. 6 -25 qZ .00256 K K, Kd V 1 Eq. 6 -15 Ht. z at the centroid of area Af = 76 ft Exp = C Exposure coefficient K 1.19 6.5.6.6, T -6 -3 for MWFR Topography factor K 1.00 6.5.7.2 Directionality factor Kd = 0.85 Table 6-4 Wind Speed V = 90 mph Importance factor I 1.15 Table 6 -1 q 24.12 psf Gust Effect factor G = 0.85 6.5.8 Force coeff Cr = 1.3 Figure 6 -18 through 6 -22 Design wind pressure, F /A, 27.06 psf JOB TV 1g ..C& I's - T AZM CONSULTING ENGINEERS SHEET NO. O 3 OF 101 75 SW BARBUR BLVD. / SUITE N D. C OR R 9 PORTLAND. 97219 CALCULATED BY 7) 5 DATE C /I PH: 5037892:9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. !o — 2- SL C ° MMOM c.A.7 !o i ToW. — 1iio+A ! c St c- J A,_ To vie r PR o,) EC 7N-12- 6` A t fi . Ct A1_ q-38 `'2 i 2 z AReA, ANTENNA- AZ— A.,---- 2 -r-4 '2- 1.....72.7". A . , n 2 - 06 p x A y --= O.25 ' "PS _ F _ 2-7,0, p3j X A,_ = D.oSy ic, - 4 . /"I oM ci -"- - LT • /3A - l / _ /, is / O + �x 2-2‘ I- ?c. Ile _ 7 K--r4. -S4-I--e- A-R "7- r?f.5c Tit, y — =- O - 3 C� 2 k -14t 1" -�.'/ = Ft—� x 15 3 " v o v — M _ 47 o k-r+ = 3.o."14 M • VJ3 `_,`T � 13.xTS ` 4, , n • .. / `= FS. g L. ' VAL,_ 7 36 ,Q° 13 = /t`! 3.d- r pyGC) ikyre-J «I, --/ = p_ 23 /_ o czk �$ 7.36 • - STRUCTURAL. • • COU$TRUCTVII UNUG[MCIR • • • b05uK DRAGI'G - • QW11QRINL ORATTUG • R c��.1�! E � AZH CONSULTING ENGINEERS SHEET NO. .(/ OF - _ 10175 SW BARBUR BLVD. / - SUITE 2008 CALCULATED BY S DATE 4 _ POR PI-I T : LAN503.D092"9, OR 972700 19 JOB ( VF ` FAX: 503.892.9797 CHECKED BY DATE ` • CONSULTING ENGINEERS PROJECT NO" to 2 O S2 -c I45- t,P Q 1 - r >t,�T � /it — .7 ,c...-T- > . e .Q x(£) e _ 25 " 6 - _ it'l 'Ao,T x e _ l� �`° 1 i z J _ 16a62.. . , 6 ?•.-3- as L ,, ...7._ i 4 13 k i . < 0.:).-g 00 2 16,--‘a X vo: I , STD_ P 1 PE a Cr- - rC>wc/Z CC=.L'JM.N Wc1-O: 1.66 CD. y.?o A--u- k f • 3 Q" ' (9: 7.C. ..4 . ® j co�.,,...,,,s V RE�SULTA sir? = �S: 7$' 24.p_ � = S. 78 ot 37s 5s t - 78 k wew R (�. 66''� -=-- 1.1/ ��� 0.9 .2 S' K '' / •174, • STP,I TU . - - CO315TRUCTION M J4AG NT • - • SBSMC aenO'C • . • GIGINQW,G oRnimc • • • JOB % V f .1 Ce-NTE/Z Q AZH CONSULTING ENGINEERS SIIEET NO. 8S OF . •- . j. 1 01 75 SW BARBUR BLVD. SUITE ODOR PORTLAND. 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PROJECT NO. • Cr_ y� 96 A 32 S 134:=4-1 2 /� s ` SP— /R 0_s Rh 0- 568..rx - 6_ K I PS > 7 O CO V Kr+ —0-- Z — • • • • - STRUCTURAL - • CONSTRUCTION w NAc.o.Lorr . • SOSuNC SRAONC - • OGINCCRRG ORATTRG l`- • Table 7 -1 Table 7 -2 °o Available Shear Available Tensile Strength of Bolts, kips Strength of Bolts, kips Nominal Bolt Diameter d In. 5/e 3/ r/ 1 Nominal Bolt Diameter d in. 5 /0 3 /4 7/8 - 1 Nominal Bolt Area, In? 0.307 0.442 0,601 0.785 Nominal Bolt Area, In? 0.307 0.442 0.601 0.785 FnvK1 ¢Fm, r /S ¢ r r /i1 r tit') r r /i2 ¢ v r n tl) rn /f1 Or r /i1 ¢r r /S1 4 r r„/L1 /f1 Or OF ASTM Th lead (Ks)) (ksi) Load- n v v n n v ¢v n n v ¢v n n v ASTM Des (ks ksi) Deslg. Cand. Ing ASD LRFD ASD LRFD ASD LRFD ASO LRFD ASD LRFD . ' ASO LRFD ASD LRFD ASO LRFD ASD LRFD ASD LRFD .----1+ S 7.36) 11.0 10.6 15.9 14.4 21.6 18.8 28.3 A325 & F1852 45.0 67.5 13.6 20.7 19.9 29.8 27.1 40.6 35.3 53.0 A325 N 24.0 36.0 D.7 22.1 21.2 31.8 28.9 43.3 37.7 56.5 A490 56.5 84.8 26.0 25.0 37.4 34.0 51.0 44.4 66.6 A307 22.5 33.8 6.90 10.4 9.94 14.9 13.5 20.3 17.7 26.5 F1852 S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 X 30.0 45.0 D 18.4 27.6 26.5 39.8 36.1 54.1' 47.1 70.7 Nominal Bolt Diameter d in. 1 /e 1 /4 1 1' /z S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 z N 30.0 45.0 Nominal Bolt Area, in. 0.994 1.23 1.48 1.77 D 18.4 27.6 26.5 39.8 36.1 54.1 47.1 70.7 _ A490 S 11.5 17.3 16.6 24.9 22.5 33.8 29.5 44.2 F /i1 ¢Fnr r 4,„ r i pr„ r /i1 ¢r I ¢I . X 37.5 56.3 D 23.0 34.5 33.1 49.7 45.1 67.6 58.9 88.4 ASTM Deslg. (ksi) (ksi) A307 12.0. 18.0 S 3.68 5.52 5.30 7.95 7.22 10.8 9.42 14.1 ASD LRFD ASD LRFD ASD LRFD ASO LRFD ASD LRFD D _ 7.36 .11.0 10.6 15.9 14.4 21.6 18.8 28.3 _ • A325 & F1852 45.0 67.5 44.7 67.1 55.2 82.8 66.8 100 79.5 119 • Nominal Bolt Diameter d in. 1 11/4 13/ 11/ A490 56.5 84.8 56.2 84.2 69.3 104 83.9 126 99.8 150 - Nominal Bolt Area, in? 0.994 1.23 • 1.48 1.77 - A307 22.5 33.8 22.4 33.5 27.6 41.4 33.4 50.1 39.8 59.6 - I ASD LRFD ASTM Thread (ksli) ksi) Load- r /i ¢ v r n r /i1 ¢ r /i1 ¢ v r n r n l il y ¢ fl 2.00 ¢ 0.75 Desig. Cind. Ing ASO LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD S 23.9 35.8 29.5 44.2 35.6 53.5 42.4 63.6 A325 N 24.0 36.0 0 47.7 71.6 58.9 _ 88.4 71.3 107 84.8 127 - F1852 S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 f ( -:,•) ! ' ' = I I / X 30.0 45.0 0 59.6 89.5 73.6 110 89.1 134 106 159 A I j i S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 • N 30.0 45.0 D 59.6 89.5 73.6 110 89.1 134 106 159 090 I S 37.3 55.9 46.0 69.0 55.7 83.5 66.3 99.4 X 37.5 56.3 D 74.6 112 92.0 138 111 167 133 199. 1 , • A307 I 12.0 18.0 S 11.9 17.9 14.7 22.1 17.8 26.7 21.2 31.8 • ' • , _ D 23.9 35.8 29.5 44.2 35.6 53.5 42.4 63.6 ASD LRFD - O = 2.00 ¢ =I 0.75 - - - - -- - -- -- • • ' ! \AII:I(IC•:\N lNsi'Irlrrl= OF S'I•I:I:1. (:()N, rI(I!C- IIv.IN. IN(. (\MI:I(teAN IN.S'I'rI'lll OF STEEL (.oNSll(I!C'rION, INC. Sr Fasteners and Welds ) Screw Table Notes 1. Screw spacing and edge distance shall not be Tess than 3 x d. (d = Nominal screw diameter) 2. The allowable loads are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different steel thicknesses or tensile strength (F the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied Toads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (Ibs /screw) .� ":;[' ✓-c: 'Y 141 - 'LE ..�ixi�3 ` . ' t7i .• t s..S � u�.:. 1 �tJo _;�x' N0:`ID;;:' o:$: 3: u. '"Nq:6� =`• e- ''; �; ',: ���: ��. '••.' ' $zf 7 -� �. : _' -S $.: ° -. N_ � '' .t��:.:ri� o- £tee Thickness tSeee froaepe.F40.1 aD)216, (in)<: p[aa 019 M0Y.P. is _�0' j_ s ys Dia � A g34 n) . ; � Mil." Dosigntin) Fy(ksi):'Fu(Ica) :Shear. ''IPullout. 'Shea/, Pullout .Shear': :Pullout' Shear'` •Pullout 18 0.0188 33 45 1rn 66 39 60 33 27 0.0283 33 453 ` F. 121 59 111 50 2 y r 30 0.0312 +?, u q 141 65 129 55 G 33 0.0346 33 33 45 45 x ".' V/ 164 72 151 61 43 0.0451 33 45 280 124 263 109 244 94 224 79 54 0.0566 33 45 394 156 370 137 344 118 '''V 68 0.0713 33 45 557 196 523 173 1'` '"'i' L i %'gip ^' z c Weld Table Notes 1. Weld capacities based on AISI, section E2 2. When connecting materials of different steel thicknesses or tensile strength (F the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes. 6. For material less than or equal to .1242° thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Allowable Loads for Fillet Welds and Flare Groove Welds Steel Thickness -Steel Properties ;; Nominal = '._Allowable.: Mils Design (in) Fy (ksi) Fu(ksi) Weld Size Load (lb/in) 43 0.0451 33 45 1/16 609 54 0.0566 33 45 3/32 764 68 0.0713 33 45 1/8 963 97 0.1017 33 45 1/8 1373 118 0.1242 33 45 1/8 1677 54 0.0566 50 65 3/32 1104 68 0.0713 50 65 1/8 1390 97 0.1017 50 65 1/8 1983 118 0.1242 50 65 1/8 2422 48 \\ SSMA [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing]