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Specifications (2) F • STAR SEISMIC LLC WILDCA T BUCKLING RESTRAINED BRACES Production IX CEPTION TAKEN �, MAKE CORRECTIONS NOTED ❑ Quality Ass u ra n c ECTED ❑ REVISE AND RESUBMIT ❑ Checking is only for conformance with the design l ( W 70"k—AV Manual concept of the project. Archite. responsibility for approved drawings is limitad to the extent sat City of Tigard (PQAM) f orth in the Contract. Contractor is responsible for dimensions to be conrmed and correlated at A •roved Pl ans the job site; for information that pertains to the P fabrication processes or to construction By `id. Date techniques and for coordination of the work of all trades. t A , t2-0`p°202— ��° March 13 2008 D N�" Z�'Lb PECK S ILEY CTTLIN ARCHITECT'S Issue 3 4412 SW Corot Avenue OFFICE COPY Welded End Connection Portland, Oregon 97239 (503) "® THIS DOCUMENT HAS BEEN REVIZDIVEL1 F O:z GENERAL COMPATIBILITY WITH �!: `r•':;N CONCEPT AND THE FOLLOWING IS NOT Et.. NO EXCEPTIONS TAKEN ❑ REVISE AS NOTED Manufactured Exclusively for ❑ REVISE AND RESUBMIT ❑ REJECTED Star Seismic ❑ Park City, Utah kph etc- - oz�/ ro oats 3 07. Rasmussen Road - Suite 26o - Park City. UT 8go98 P: 435. 940.9222 I F: 435. 655.0073 w w w. s t a r s e i s m i c. n e t MA KERS OF THE POWERCAT• BRACE, A PERFORAAANCE -BASED DESIGN SOLUTION. Star Seismic Effective: 3/13/2008 Issue 3 Page 2 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: PRODUCTION and QUALITY ASSURANCE MANUAL (PQAM) FOR THE MANUFACTURE OF WILDCA T BUCKLING RESTRAINED BRACES Table of Contents 1. Purpose of Manual 3 2. Product Description 4 3. Manufacturing Drawings 4 4. Material Specification and Control 5 5. Manufacturing Processes 6 6. Tolerances 8. 7. Manufacturing Hold Points • 9 8. Exhibit A: Sample Shop Drawings 10 9. Exhibit B: Sample Material Testing Report 12 10. Exhibit C: Star Seismic Standard Primer Specifications 13 11. Exhibit D: Concrete Mix Design 15 • 12. Exhibit E: WildCat Manufacturing Traveler 16 • • .r Star Seismic Effective: 3/13/2008 Issue 3 Page 3 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: PRODUCTION and QUALITY ASSURANCE MANUAL (PQAM) FOR THE MANUFACTURE OF WILDCAT; BUCKLING RESTRAINED BRACES 1. Purpose of Manual la. General The Production and Quality Assurance requirements addressed in this manual apply to the WILDCATim Buckling Restrained Braces manufactured exclusively for Star Seismic LLC. lb. Confidentiality The information contained in this PQAM is considered by Star Seismic, LLC to be confidential and proprietary to Star Seismic, LLC. The PQAM may be reviewed by other individuals or parties only on an "as needed" basis. ic. Performance Defined Product WILDCATrm Buckling Restrained Braces manufactured for Star Seismic, LLC are to meet specific performance requirements as defined by others. The ability of WILDCA7m Buckling Restrained Braces to meet or exceed these performance requirements has been determined by physical testing by an independent agency capable of assessing the defined performance requirements and in a laboratory with facilities sufficient to measure the WILDCATir� Buckling Restrained Brace performance against those defined performance requirements. The physical nature of the WILDCATiri Buckling Restrained Braces and the manufacturing processes associated with their production are determined by Star Seismic, LLC. The materials and manufacturing processes used for production of the WILDCA7m Buckling Restrained Braces shall be based upon those used in the production of the WILDCATm Buckling Restrained Braces tested at the University of Utah. Star Seismic Effective: 3/13/2008 Issue 3 Page 4 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: 2. Product Description 2a. General The WILDCA Buckling Restrained Brace consists of a Strand ollor Assembly that is placed inside a Tube Block Assembly. The tube assembly is then filled with structural concrete. After �: s a minimum cure time, the width and �. thickness shims are removed from the Strand Assembly, creating an air Block Outer Shell space between the Strand and the 5/16 16. 5/16 concrete. Collars are then placed loose over the Tube Assembly. The Figure 1 Collars are then brought into proper alignment and welded to the Collar Compressable Block Placement Base Plate part of the Collar Assembly Collar Placement (See Figure 1). 2b. Specific Several QA Hold Points have been established to assure compliance with the requirements of this PQAM. Manufacturing shall not proceed beyond the specified hold point until the Quality Assurance Department has witnessed the hold point, conducted the inspections required and initialed and dated the brace traveler sheet(s) for that assembly or group of assemblies for that particular QA Hold Point. 3. Manufacturing Drawings 3a. Shop Detail Drawings are to be prepared for each specific project. These drawings are to include the dimensional requirements and general brace configurations required, as well as a bill of material for all steel parts required. Sub -piece marks for the strands will be created in such a way as to provide a unique identification for each strand. This will allow each strand to be uniquely identified on the Manufacturing Traveler for that brace and accounted for correctly by Quality Assurance at the QA Hold Points. If multiple strands are identical and therefore assigned a common sub -piece mark, a counter will be added to each strand sub -piece mark. Example: a6- 1, a6 -2, etc. No other common parts will require a counter. •t Star Seismic Effective: 3/13/2008 Issue 3 Page 5 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: 3b. S Sheets will be made for the strands. The uniquely identifying sub -piece mark as described in 3a. above will be identified on the S Sheets. 3c. Details concerning requirements and manufacturing processes for concrete, compressible blocks, width and thickness shims will not be included on the Shop Detail Drawings. Requirements for these details along with general brace assembly details and concrete placement will be as described herein in the PQAM. 3d. All Shop Detail Drawings will be detailed and checked before being released for manufacturing. In addition, the Shop Detail Drawings will be sent to the Project Engineer of Record for verification of brace capacity (strand width) prior to release for manufacturing. 3e. Main Member Piece Marks will be alpha- numeric. The first two characters will be WC, designating the Wi /dCAT portion of the name. Next will be numeric characters designating the capacity of the Wi/dCATirm Buckling Restrained Brace in kips. If braces of the same capacity have different lengths, the Main Member Piece Mark will be followed with a capitalized alpha character, beginning with A. Examples: WC250, WC400A, WC400B, etc. 4. Material Specification and Control 4a. Strand Material The strand material used in the WILDCATm Buckling Restrained Brace must conform to ASTM Specification A36. All chemical and physical properties must fall within the parameters as defined therein. However, Star Seismic, LLC has imposed a more restrictive requirement for material used to manufacture the strands. The yield strength for the A36 strand material must fall within a range of 38,000 lbs. /sq in. to 46,000 lbs. /sq in. Since producing mills cannot generally guarantee this range of yield strength, Nucor Steel has agreed to furnish ASTM A36 material, guaranteeing this more restrictive yield strength. Therefore, all Purchase Orders for strand material should be issued to Nucor Steel and must specify Star Seismic Effective: 3/13/2008 Issue 3 Page 6 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: the required yield strength range. The material is to be specified as ASTM A36 -SP. For identification purposes, this strand material is to be labeled by the receiving department as ASTM A36 -SP upon receipt from the mill. In addition, this strand material is to be color coded immediately upon receipt. The ends of all plate or flat bar received are to be prominently coated with a bright fluorescent orange spray paint. Full Material Test Report traceability is required for strand material. Therefore, each individual piece of ASTM A36 -SP material is to be marked so as to be able to trace it back to the Heat Number it was produced from. Each MTR received for ASTM A36 -SP material will be labeled by Purchasing with a counter, starting with 1. Purchasing will be responsible to maintain the counter log, label the MTR with the next consecutive counter and copy Production and Quality Assurance with the MTR, so labeled. Quality Assurance will be responsible to see that the end of each piece of material is labeled with the appropriate counter. Strand material will not be released to production until this process is complete. ASTM A36 -SP material is to be stored inside the storage material area in a flat position. It is to be segregated from all other standard ASTM A36 flat products. 4b. Paint Material Standard paint material will be Mountain West Industrial Primer M- 2853. (See Exhibit C) Standard color will be gray on ends including collar and on containment tube. All painted surfaces will be cleaned in accordance with the requirements specified in Steel Structures Painting Council SP3. 4c. Rebar Rebar shall be standard grade 60 bar, min #4. Welding required for brace assembly is non - structural and is a production qualified weld, not a pre - qualified AWS weld. 5. Manufacturing Processes 5a. Strand Fabrication Generally speaking, strands will be fabricated from Flat Bar conforming to the requirements of Section 4a. Quality Assurance will Star Seismic Effective: 3/13/2008 Issue 3 Page 7 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: release Strand material for fabrication. Strands will be cut to the configuration specified on the shop drawings. All flat bar will be placed in a special cutting jig prior to cutting to minimize distortion during cutting. See Section 6 for cutting tolerances. Strands must be cut full length from one plate or flat bar. No splicing of strands is allowed. Cut edges of strands across the thickness may require grinding. The orientation of grinding scratches is critical. The surface finish of the strand edges must not exceed 1000 micro - inches. Occasional notches and gouges are not allowed. Use AWS Surface Roughness Guide C4.1 -77, Sample #3 for comparison. Dress all surface discontinuities exceeding this requirement. Grind with belt sanders or stones only. Orient grinding scratches parallel with the length of the strand. Notify Star Seismic before proceeding with repairs. Grinding and repairs outside of the yielding core length and in the outer half of the transition zone need not apply these more rigorous grinding procedures. Grinding to a smooth transition is allowed to repair occasional notches or gouges from the thermal cutting process. The length of the transition must be a minimum of 10 times the depth of the notch or gouge. Notches or gouges up to 1/8" deep may be repaired using this procedure. Deeper gouges or notches shall be cause for rejection of the piece. Welding is not allowed to repair gouges or notches. 5b. Compressible Blocks Compressible blocks shall be made 1/8" wider than the total strand width. The height of the compressible blocks shall be 1/4" higher than the strand transition depth. The compressible blocks shall conform to the configuration of the strand transition on both ends of the compressible block and shall be of a length 1/4" greater than the specified strand compression delta. Compressible blocks are required at each of the four strand transitions. Sc. Width and Thickness Shims Width and thickness shims are required on one side of the width and one side of the thickness only of the strand. The thickness shim must cover the thickness of both strands plus the width shim. Width and thickness shims shall be a maximum of 18 gauge A36. The width of the thickness shim shall equal the thickness of the strand. If double strands are used, the width of the thickness shim shall equal the total thickness of the strands plus the width shim. The width of the width shim shall equal the strand width. Additional shims shall be placed to cover the entire bar width on • Star Seismic Effective: 3/13/2008 Issue 3 Page 8 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: each end of one side of the strand. If double strands are used, the width of the width shim shall be to the nearest 1/2" increment. not exceeding the strand width. No additional shimming is necessary on the ends of the strands to cover the entire bar width. • 5d. Concrete Concrete will be batched in accordance with the batch sheet shown herein as Exhibit D. The minimum slump required for each batch is 6 ". Two test cylinders shall be taken from each batch. The two test cylinders will be taken to an independent laboratory qualified to test concrete cylinders. Cylinders will be broken at 3 days and 21 days. The 21 day cylinder must test to a minimum of 3000 PSI. Quality Assurance will maintain the test results on file. The shell of the brace must be above 32° F prior to concrete placement and the brace temperature must be maintained for 24 hours thereafter. 5e. Assembly The Strand Assembly shall be assembled complete as shown in Figure 1. The Strand Assembly shall be inserted into the Tube Assembly with the strand in the vertical position and centered on the Tube Assembly. The Tube Assembly Cap Plates shall be welded in place. Strand vertical location to be verified through the grout hole at the center of the Tube Assembly after insertion of Strand Assembly and prior to placing concrete. Concrete shall be placed inside the Tube Assembly /Strand Assembly by pumping the concrete from the center of the Tube Assembly through the grout hole. When concrete has hardened sufficiently, shims will be removed from Strand Assembly. The Collar Assembly will be located and welded in place. The completed brace will be cleaned in accordance with SSPC SP3 and painted with Sherwin Williams KEM 400 Primer per Section 4.C. 6. Tolerances Strand Length: Plus or minus 1/4" Strand Width: Plus or minus 1/8 ". Strand Width Camber: Maximum of 1/4" in 20 feet. Strand Slot Plus or minus 1/16" • Star Seismic Effective: 3/13/2008 Issue 3 Page 9 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: 7. Manufacturing Hold Points 7a. Quality Assurance Responsibilities Quality Assurance shall insure that all requirements under this Section are adhered to. Immediately upon release of shop drawings, Quality Assurance will prepare a Manufacturing Traveler for each brace (MT) using the form shown in Exhibit E. Quality Assurance will inspect, assure compliance and sign off on the MT at each hold point, before releasing materials for further processing. Quality Assurance has the authority to stop production at any point if required to insure compliance with hold point verification. 7b. Hold Points 1. Quality Assurance shall release Strand material to Production. Material will not be released to Production until Quality Assurance verifies that the material has been identified with the appropriate counter, as specified by Purchasing. 2. Strand Width, Strand Transition Profile and Strand Edge Surface Smoothness and Strand Weld Preparation shall be verified by QA before installation of Shims and Compressible Blocks. 3. Completed Strand Assembly must be verified prior to insertion into Tube Assembly, including strand length, shim gauge and proper location and anchorage of Compressible Blocks. 4. Longitudinal location of Strand Assembly relative to Tube Assembly (proper projection) must be verified prior to pouring of concrete. 5. Verify complete filling of tube assembly with concrete by observing the four flow check points at each end of the tube assembly for flowing concrete. 6. Paint mill thickness and visual acceptance before shipment. 7. Loading and shipping release contingent upon concrete Cylinder Sample tests showing concrete has reached a minimum of 3000 psi. 7c. Documentation Quality Assurance shall file and maintain material certifications and records as follows: 1. Material Test Reports for strand material. 2. Tensile Test Certifications furnished by independent laboratories for strand material. 3. Concrete Cylinder Sample Test Reports. 4. Manufacturing Traveler Documentation. Star Seismic Effective: 3/13/2008 Issue 3 Page 10 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: Exhibit A — Sample Brace Drawings • 'L2 to -o In -1 Oa tea W , 77'O co ' , N y • y 3 . C c (1* 4120& 4120& S r, Bock 4122& 6301 41g12ak (172 A f r . • I. i i1L 5a4Y 4220 24384 6704 — Compressable Block Placement 5/1° SECTION B 'f Shoo Nolo: 2Ogo 5 1/2' wide rcrnovcahle • , spacer to be placed one side of strand I -T I/4 8' - 6 3/8 A ' - 6 3/8 1' -7 1/4 1' -3 1 4 1/4 1' -3 � - A -r1 C • I120c /re »° rro U • ' ��4 IMPS 1 , 4, i 4220 .. _ . l, gill . SECTION C 42204 J II 151/7 07C4 10' - 1 5(e _ A l0' - I 5/B C • SECTION A • 2Y -3 I/ ' a BILL OF MATERIAL 2 BRACE WC220c Frame 3 at el. 144' -4 1/2 I uB. itaalt A —I RUM c ,0° SUBJECT KS n. N. Waal tears ' PROJECT Utah Vatle5 Regional uedcal Center tz' a [77 I , LOCATION Plo?0. ur `,< • CFO CD 2 115512461// 17 0 7/4 an 8500-Gr B & 3/19/2057 re'>krkr. () 8 n 1/4 4 18 1 8 1/4 6p1AAe /� � ww/k CUSTOMER slant west g 2 l8 1 r 10 20 3 1/4 e220 835 5P 10. L 5T t Tt 1_,_ S 4 4t 1/442 e ! i/9 2470► ERECOON DWC REF ______ENGINEER LTAG REF ti to NO DESCRIPTION OF REVISION DRAWN BY KRBI _ ? CHECKED BY co p 4 PI. 1/4 4 7 I/2 0 11 1/2 Cl2r?4 876 AS NOTED SNIP T ' t A ryt1E C q p 3070 RAMUSSEN RU 1� 4 — 14 rata 17 A 42204 DIE RC F. I Sti CE K al 8)1 TO DO HU IN FIKPC WO 0i 1411 IS MD �.7 1 /`1R �� 4 R I/2 . 0 I/1/13 I o 1/A capita q5 — DIU MR MI RI li NN PRINTS ISSUED SUITE 260 . ' O SEISM I C PARK CITY, UT 84098 rn o MATERIAL A36 & ••• starse'smfC net PAINT STOP SEIM SUIINTD 1_4yg - 940 - 9222 i NOLES — _UNLESS NOTED SURFACE CD BOLTS_ — _— (u,tT) PREPARATION 5P - JOB NO 81205 DWG NO MC22Oc n cn CA c co ro 7 w P3 o w N ' �' o 41w" C B :. co I o0 7 cow ' n. 29 1/4 5.67 2 1/4 k 11 �1 .• 1. . ° 1 15 1/2 'n SYM ABOUT •. 10' - I 5/8 20' - 3 1/4 D v v 2 STRAND PLATES s220c co ' BILL OF MATERIAL c ..< 60. LENGTH 0 — SUBJECT 3220_ cr a m PCs. KU:RiOMA R, 1!A 1 c PAORKS ^ S jxl /xao7 Iwo Added aoe e�„� a�R,,.�e - - -- - — - - -- PROJECT Utah Va lley Regional Medical Center w c 2 SITANO PuTES s220c / \ RSR LOCATION Provo. Ur o O I . 10 20 3 1/4 $220e A36 SP H; 811 63 0-9//2007 A t e i d.... 1 `' 2 T . ..____ _ - -- -- L 3 Rey E CUSTOMER _ Sleet ?tes -- - - - - -- w A 3 ,x007 APPRONU v, can !ERECTION DWG REF____ __ENGINEER DWG REF 0 _ .— NO. Z DESCRIPTION OF REVISION l DRAWN BY_ KSR DATE11n7Q? CH ED _ V c SW Pia PRI. fdtT t Yt711tl Q A CH IWiS Q R AN NN1 INTS�ISSU U E 260 PARK CITY E S� P%[ ' r:..." SU RAMUSSEN 0 ITT . UT 84098 7 MATERA.L SHOP SEISMIC www stcrasisrnic.r•.et '--' PAINT sun SEIWC STU;O.4R0 - • w S to to HOLES — — UNLESS NOTED 1 -435- 940 -9222 a c _ _ BOLOS — (U.N) PREPAR„1ICN . JOB N(L DWG N() = w . • . . Star Seismic Effective: 3/13/2008 Issue 3 Page 13 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: Exhibit B — Sample Testing Report r SHERRYLaboratories Sherry Laboratories Tel: 918 -258 -6068 3100 North Hemlock Circle resting today - Protecting tumorrow• 800 - 9828378 Broken Arrow, OK 74012 -1116 Fax: 918 - 258 -1154 LABORATORY REPORT Attn: Richard Roland Report No.: 07081131 -001 -v1 PKM Steel Service, Inc. Date Received: 8/31/2007 228 E. Avenue A Date Reported: 9/7/2007 Salina, KS 67401 P.O. No.: Richard Verbal Sample Description: (1) Test Plate, 3/4" x 6" x 10 ", Heat No.: 403-2861 Tensile Test (Round) per ASTM E8-04 Parameter ! Results j - L. 9 - 2 ( 3 Orientation Longitudinal Longitudinal Longitudinal • Diameter, inch 0.500 0.501 0.498 Tensile Strength, psi 66,500 68,500 67,000 Yield Strength, psi at 0.2% offset I 40,600 40,800 43,800 Elongation in 2 inch, % I 32 31 32 Reduction of Area, % l 60 63 65 I Approved by: .% I on !� J= u = - immons, Laboratory Director Sherry Laboratories Test results relate only to the Items tested. This document shall not be reproduced, except In full. without the written approval of Sherry Laboratories. The recording of false, fictitious, or fraudulent statements or entries on this document may be a punishable offense under federal and state law. The eledronic transmittal of a report on services provided by Sherry Laboratories Is at the request of the dient. The transmittal Is NOT the official report of Sherry Laboratories, but Is provided for the convenience of the recipient Sherry Laboratories is not liable for any degradation or changes in information In the transmittal. The official report of Sherry Laboratories will be provided on Sherry Laboratories letterhead In hard copy form and shall control for all purposes. Page 1 of 1 • Star Seismic Effective: 3/13/2008 Issue 3 Page 14 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: Exhibit C — Star Seismic Standard Paint Primer UNIVERSAL PRODUCT DATA In GRAYPRB®t PRODUCT DESCRIPTION: M -2353 GRAY UNIVERSAL PRIMER is fa:mnlatedwith corrosion resistant resins, and rust. inhibitive additives. This non sandiug printer after proper aria£ is suitable for use under a wide range of h,ich performance topcoats, including epoxy, methane, and acrylic enamels. This primer has superior adhe and is lead and chromium free_ INTENDED USES: Shop coating ar field pausing weather- exposed structural and miscellaneous steel tanks, machinery. and equipment to be top coated with most oii ellr3•d or latex topcoats. Do not use an galvanized metal ar immer sence. For opni um performance a tap:oa: is required for exterior exposures_ SURFACE PREPARATIONS: For best results, iris important that all surface contaminants. such as moisture, oil. dirt, rust and will scale be removed before application of this primer. M- -2853 gay universal primer ramie applied to either blasted hand, or power tool cleaned steel. A minimum of SSPC -2 band tool leaning required PHYSICAL INFORMATION COLOR: GRAY GLOSS LEVEL: FLAT SOLIDS BY WEIGHT: 58% RECOMMENDED DRY FILM 15-2.0 MILS THEORETICAL COVERAGE: 350 400 SQ FT PER GALLON METHOD OF APPLICATION: AIRLESS SPRAY. AIR SPRAY, BRUSH. A1' D ROLLER DRYING TIME TO TOUCH: 15- 301ai'LN'CTES TO HANDLE: 30- 90MINUTES TO RE COAT: 4-12 HOURS REGULATORY DATA FLASHPOLNT: &OF PRODUCT WEIGHT: 10.0E LB VOC: 447 Pounds per Gallon NOUNTAIN WEST PAINT E. Star Seismic Effective: 3/13/2008 Issue 3 Page 15 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: PRODUCT DATA UNIT. GRAY PRIMER APPLICATION AOL'aN G: This rnatenal is a one - component coating and should always be mixed tha:oushly with a power agitator before application. MLX RATIO: Not applicable WORKING POT LIE: Not applicable AIRLESS SPRAY: Recommended Tip range 15 -17 thou (0.38 -0.43 urn) Total output fluid ransom at spray tip not less than 2,500 psi. AIR SPRAY: Recommended Gun DeVl big 11BC or JGA (Pressure Pot) Air Cap 704 Tip E BRUSH: Suitable Typically 15-2.0 mils can be achieved Care should be taken to avoid under application. ROLLER: Suitable Typically 1.5 -2.0 mil can be achieved. Care s hould be taken to avoid tinder application. THENNER: Xylens Do not thin more than allowed by local envfrotmuenmllee lation. CLEANER: Xviene - • WORK STOPPAGES: Thoroughly flush all egnipmea with .y ewe. All tumsed material should be stared in ti#rly closed containers. Partially filled comainers may show s u ire skinning and / or viscosity increase of the material after storage. Material should be filtered prior to use. CLEAN UP: Clean all equipnaear irutmdiarely with. xylem. It is good woth ere practice to periodically flash out splay equipment during the course of the waxkiae day. Frequency of cleaning will depend upon amount sprayed; temperature and elapsed time, including any delays. All mph:: materials and empty comers shouldbe disposed of in accordance nitti sppropriate. regional ree:alations ! le SYSTEM COMPATIBILITY • The following topcoats are recommended for 3.1-2853 tmitna! gray pithier. Alkyds Silicone Alkyds - Latex Acrylic Fnnnwlc Urethanes Epoxies SHIPPING & STORAGE NUMBER OF COMPONENTS: I PACKAGED EN: 5 5 - Gallen Drums, 5 Gallon Pails. and 1 Gallon Cans STORAGE TEMER.ATURE: Minim= 20 F. Maximum 110 F. I : INPAINT Star Seismic Effective: 3/13/2008 Issue 3 3070 Rassmussen Road Page 16 By: Argan Johnson P.E., President Park City, Utah 84098 Approved by: Exhibit D — Concrete CF M=1, . GENEVA ROCK PRODUCTS, INC. ROOK 1.565 Wan 4001io[m • P.O. Bo:5 8 - Doom. Uom84059 • (801) 765 -1800 • Fa (801)165.7890 • woogsmanorlaum CONCRETE NIX DESIGN 05/19/04 MIS ID o 8036 1201 5000 PSI cOyOR , STAR BEIBMIC PROJECT . •ffi,EMDORF PROJECT SOURCE OF CWT 1 B. GENEVA BAG PRODUCTS a'StOt� LOW AIR VP /SUPER CONSTRUCTION TYPE WEIGHTS PER CUBIC YARD (SATURATED, YIRLD, CU F3 752 3.83 CST, ASTM C -150, LB 1963 13.83 POINT C-33 SAND, LB 825 2 .10 POINT #8 PEA GRAVEL, LB 317 ( 38.01 5.08 NEATER, LB (GAL-US) 3.0 +/- 1.0 0.81 TOTAL AIR, 6 TOTAL 27.00 9IQR RANGE WATER REDUCE / DARACaQ 19, OZ 112.80 LOW RANGE WATER REDUCER / WRDA 64, OZ -US 30.08 NATER/CSVENT RATIO, LBS /LB 0.42 8.00 ON SLUMP, IN 142.8 CONCRETE UNIT WRIGHT, PCF SAND AUG. RATIO .70 POINT q8 PEA GRAVEL SP GR 2.55 POINT C-33 SAND SP GR 2.60 PREPARED BY JERRY G. HALL, CAL ENGI)RR . Mugu Wks Aass1®mast tams cos PakC Oelo BMOC, »l 111:5160 Suit owago =o t n oaa moo mos Racoons= 701E Otaattolil Mr 200 _ Ita Bat LL Nam N mUT2U07 '1�9 �t �twnot11 sonlynam (Wt)SI -79m . Star Seismic Effective: 3/13/2008 Issue 3 Page 17 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: Exhibit E — Traveler • p co w oo y . 1 y 2 STAR/ S o SEISMIC oo LLC Wi/dCa BUCKLING RESTRAINED BRACE MANUFACTURING TRAVELER )OB# MARK# 1 STRAND WIDTH ( +/- 1/8 ") INITIALED INSPECTIONS DATE - OC INITIALS STRAND LENGTH ( +/- 1/4 ") 1)MATERIAL VERIFICATION (Heat #) Finish 2)STRAND WIDTH, TRANSITION PROFILE, EDGE SURFACE CONCRETE BATCH # a i DATE OF POUR 3)COMPLETED STRAND ASSEMBLY n • SLUMP 4)VISUAL VERIFICATION OF STRAND LOCATION c a m ,, 3 DAY DATE 5)VISUAL VERIFICATION OF CONCRETE FILLING OF TUBE g • 21 DAY DATE 6)INSPECT PAINT(if reauired) 7 ` 7)LOAD & SHIP RELEASE `U [71 0 COMMENTS: o Cl C 7 N � .. • • . Star Seismic Effective: 3/13/2008 Issue 3 Page 19 By: Argan Johnson P.E., President 3070 Rassmussen Road Park City, Utah 84098 Approved by: Exhibit F — Sample WPS's , . . . . . „.... oarv,4, ► ::- °•� AWS Prequalified WPS No.: 200 i.,,,,„ 9 , C .. �, Welding Procedure Specification Rev.: 1 CRANE CONSTRUCTION N.W. INC. q41 Material Spec: Groups I & 11 Thickness: 1/8" min. PREHEAT / INTERPASS Welding Process: GMAW Semi- Automatic Welding TEMPERATURE Position of Welding : I F and 2F Material Minimum Progression: N/A Thickness Temperature (inches) ( ° F) Filler Metal Classification: E 70C -6M (H4) F #: 6 Up through 3 /4 None Required la) Filler Metal Spec: AWS A5.18 Over 3 /4 through 1'A 50 Shielding Gas: 80% Argon / 20% CO Flow Rate: 35 - 50 cfh Over 1 %2 through 2'/2 150 Flux or Other: N/A Over 2%2 225 Welding Current and Polarity: DCEP (DC Reverse) Electrical Stickout: .045 ": 5/8" +/- 1/8" le) When base metal temperature is less than 32° F, 1/16 ": 3/4" +/- 1/4" preheat and maintain at 70 F minimum until the weld is complete. Post Weld Heat Treatment: Not Required Single or Multiple Pass: Both Single or Multiple Electrode: Single Backing: Base Metal Back up Backgouge: N/A 'Other: This procedure is restricted on Powercat Braces to Tri -Mark Metalloy 70X or Hobart Metal -Cor 6 filler metals only. Grind or wire brush to remove slag islands between passes. Note: Add root gap, "R ", to the weld size shown on detail drawings for final production weld size. WELDING PROCEDURE Fillet Weld WELDING PARAMETERS Passes as Electrode Welding Current Speed of needed Diameter Amps Volts Travel (iPm) 4- T f 1 F and 2F .045" 180 - 225 27 - 28 8 - 12 .045" 210 -240 28 -29 8 -12 .045" 225 -260 29 -30 10- 15 .045" 260 -310 30 -32 12 -20 a .045" 280 -335 31 -33 12 -20 1/16" 270 -305 28 -29 8 -12 � x 1/16" 300 -325 29 -30 10- 15 RL S 1/16" 315 -360 30 -32 12 -20 f k 1/16" 350 -390 32 -34 12 -20 T 1/16" 385 -455 34 -36 14 -22 -V- Variables T / S a Minimum 1/8" 0" See 60 Drawing Maximum Unlimited 3/16" See 135 Drawing This procedure is prequalified under the general provisions of AWS D I.1, Structural Welding Code - Structural Steel. It may vary due to fabrication sequence, fit -up, pass size, etc. within the limitations of variables given in SECTION 3 and table 4.5 of AWS D1.1. Authorized by: Date: Joel Clark, Fabrication Manager .0. DRry1 �:► AWS Prequalified WPS No.: 212 ta 1 . - Welding Procedure Specification Rev.: 1 CRANE CONSTRUCTION N.W. INC. tIF g gl ' Material Spec: Groups 1 & Il Thickness: 1/8" min. PREHEAT / INTERPASS Welding Process: GMAW Semi- Automatic Welding TEMPERATURE Position of Welding : IG and 2G Material Minimum Progression: N/A Thickness Temperature (inches) ( ° F) Filler Metal Classification: E 70C -6M (H4) F #: 6 Up through '/< None Required ' ") Filler Metal Spec: AWS A5.18 Over 3 /4 through 1'h 50 I Shielding Gas: 80% Argon / 20% CO Flow Rate: 35 — 50 cfh Over 1 %2 through 2'/2 150 Flux or Other: N/A Welding Current and Polarity: DCEP (DC Reverse) Electrical Stickout: .045 ": 5/8" +/- 1/8" (a) When base metal temperature is less than 32 F, 1/16 ": 3/4" +/- 1/4" preheat and maintain at 70 F minimum until the weld is complete. Post Weld Heat Treatment: Not Required Single or Multiple Pass: Both Single or Multiple Electrode: Single Backing: Base Metal Back up Backgouge: N/A 'Other: This procedure is restricted on Powercat Braces to Tri -Mark Metalloy 70X or Hobart Metal -Cor 6 filler metals only. Grind or wire brush to remove slag islands between passes. WELDING PROCEDURE WELDING PARAMETERS B -P 11 -GF Passes as Electrode Welding Current Speed of needed Diameter Amps Volts Travel OM) rE).) l 1 G & 2G .045" 180 — 225 27 — 28 8 — 12 .045" 210 — 240 28 — 29 8 — 12 - --- .045" 225 — 260 29 — 30 10 — 15 1 ;2 AildlliM — T1 .045" 260 -310 30 -32 12 -20 .045" 280 -335 31 —33 12 -20 1 I f 1/16" 270 -305 28 -29 8 -12 1/16" 300 -325 29 -30 10 -15 1/16" 315 -360 30 -32 12 -20 R 1/16" 350 — 390 32 — 34 12 — 20 1/16" 385 -455 34 -36 14 -22 Variables T T2 f R E Minimum 1/2" 1/2" 1/8" 0" 1 'A (T,) Maximum Unlimited Unlimited Unlimited 1/8" N/A This procedure is prequalified under the general provisions of AWS D1.1, Structural Welding Code — Structural Steel. It may vary due to fabrication sequence, fit -up, pass size, etc. within the limitations of variables given in SECTION 3 and table 4.5 of AWS D1.l. Authorized by: Date: Joel Clark, Fabrication Manager • d. :;, •� AWS Qualified WPS No.: 250 -„,„, 9� Welding Procedure Specification Rev.: 1 s U C 1 1 ` PQR: Star Seismic ICC Product Qualification CRANE CONSTR N.W. INC. 1 q4` ON.< Material Spec: Groups I & II Thickness: 1/4" min. PREHEAT / INTERPASS Welding Process: GMAW Semi - Automatic Welding TEMPERATURE Position of Welding : 1G and 2 F Material Minimum Progression: N/A Thickness Temperature (inches) ( ° F) Filler Metal Classification: E 70C -6M (H4) F #: 6 Up through 3 /e None Required (a) Filler Metal Spec: AWS A5.18 Over /. through l''A 50 Shielding Gas: 80% Argon / 20% CO Flow Rate: 35 — 50 cfh Over 11/2 through 21/2 150 Flux or Other: N/A Over 21/2 225 Welding Current and Polarity: DCEP (DC Reverse) Electrical Stickout: .045 ": 5/8" +/- 1/8" (a) When base metal temperature is less than 32 F, 1/16 ": 3/4" +/- 1/4" preheat and maintain at 70 F minimum until the weld is complete. Post Weld Heat Treatment: Not Required Single or Multiple Pass: Both Single or Multiple Electrode: Single Backing: Base Metal Back up Backgouge: N/A 'Other: This procedure is restricted on Powercat Braces to Tri -Mark Metalloy 70X or Hobart Metal -Cor 6 filler metals only. Grind or wire brush to remove slag islands between passes. Note: Weld S, in the flat position only. WELDING PROCEDURE WELDING PARAMETERS Single Strand Weld Passes as Electrode Welding Current Speed of needed Diameter Amps Volts Travel (iPm) SI E) 1G and 2F .045" 180 — 225 27 — 28 8 — 12 4 $ .045" 210 -240 28 -29 8 -12 S .045" 225 -260 29 -30 10 -15 a .045" 260 -310 30 -32 12 -20 R .045" 280 -335 31 —33 12 -20 — I 1/16" 270 -305 28 -29 8 -12 lI! S 2 1/16" 300 -325 29 -30 10— 15 1/16" 315 — 360 30 — 32 12 — 20 -. S l A36 sp 1/16" 350 -390 32 -34 12 -20 f 1/16" 385 —455 34 -36 14 -22 Variables T S & S f E a Minimum 1/4" 0" See 0" S 40 Drawing Maximum Unlimited 1/8" See 0" S 55 Drawing This procedure is qualified by product testing under the general provisions of AWS D1.1, Structural Welding Code — Structural Steel. It may vary due to fabrication sequence, fit -up, pass size, etc. within the limitations of variables given in Section 3 and table 4.5 of AWS D1.1. Authorized by: Date: Joel Clark, Fabrication Manager • ► AWS Qualified WPS No.: 251 �`� . =. Welding Procedure Specification Rev.: 1 � sU c I 1 . m PQR: Star Seismic ICC Product Qualification CRANE CONSTRUC N.W. INC. Material Spec: Groups I & II Thickness: 1/4" min. PREHEAT / INTERPASS Welding Process: GMAW Semi - Automatic Welding TEMPERATURE Position of Welding : 1G and 2 F Material Minimum Progression: N/A Thickness Temperature (inches) ( °F) Filler Metal Classification: E 70C -6M (H4) F #: 6 Up through 3 /4 None Required (a) Filler Metal Spec: AWS A5.18 Over % through 1Y2 50 Shielding Gas: 80% Argon / 20% CO Flow Rate: 35 — 50 cfh Over 1 through 2'h 150 Flux or Other: N/A Over 2'/: 225 Welding Current and Polarity: DCEP (DC Reverse) Electrical Stickout: .045 ": 5/8" +/- 1/8" (a) When base metal temperature is less than 32 F, 1/16 ": 3/4" +/- 1/4" preheat and maintain at 70 F minimum until the weld is complete. Post Weld Heat Treatment: Not Required Single or Multiple Pass: Both Single or Multiple Electrode: Single Backing: Base Metal Back up Backgouge: N/A 'Other: This procedure is restricted on Powercal Braces to Tri -Mark Metalloy 70X or Hobart Metal -Cor 6 filler metals only. Grind or wire brush to remove slag islands between passes. Note: Weld S in the flat position only. WELDING PROCEDURE WELDING PARAMETERS Double Strand Weld Passes as Electrode Welding Current Speed of needed Diameter Amps Volts Travel 1(F� 45 (iPm) a Sg 1G and 2F .045" 180 — 225 27 — 28 8 — 12 11 Sl A36 R .045" 210 -240 28 -29 8 -12 .045" 225 — 260 29 — 30 10 — 15 r, S2 .045" 260 -310 30 -32 12 -20 Iv .045" 280 — 335 31 — 33 12 — 20 Sl A36 sp 1/16" 270 -305 28 -29 8 -12 sP 1/16" 300 -325 29 -30 10 -15 1/16" 315 -360 30 -32 12 -20 J S2 1/16" 350 -390 32 -34 12 -20 1 a 1/16" 385 -455 34 -36 14 -22 g +R Variables T / S & S2 f E a Minimum 1/4" 0" See 0" S 40 Drawing Sl(F) 45 Maximum Unlimited 1/8" See 0" Si 55 Drawing This procedure is qualified by product testing under the general provisions of AWS D1.1, Structural Welding Code — Structural Steel. It may vary due to fabrication sequence, fit -up, pass size, etc. within the limitations of variables given in Section 3 and table 4.5 of AWS D1.1. Authorized by: Date: Joel Clark, Fabrication Manager • • AWS D1.4/01.4011: 2005 Welding Procedure Specification (WPS) Fmm Welding•Procedure Specification (WPS) No. RS2F Contractor PHIS STEEL SERVICE, INC. Authorized by RICHARD ROLAND „e Revision ND. 0 Supporting POR identification PREQUALIFIED Test Date WA WELDING PROCESS: QFCAW -S QFCAW -G GMAW f SMAW WELD TYPE; DGroove © Fillet JOINT TYPE: EDirect•utt ElndirectButt 1T-Jo)nt Joint(s) Qualified (see Table 8.2) WA Position 2F HORIZONTAL Groove Type NIA Root Opening NIA Root Face NIA Groove Angie N/A Backing: Elves �]X No Backing Type WA Backgouging: DYes. mNo Backgouging Method WA TECHNIQUE: Li Stringers OWeave - ELECTRICAL CIfARAC Current: [DAC ® DCEP ❑OCEN Transfer Mode (GMAW): E3 Strait- circditing DGlobular 13 Spray BASE METAL Material Specification ASTM Grade A615 I A6151M Welded to: Material "Specification ASTM Grade AS15- /A61SMor A36 Maximum :Carbon:Equivalent 3t5 Bar size #,2$ ,(1/Z`) Plate'Thickness 114" Coated Bar.: Eves No Type of Coating. FILLER.METAL AWS Specification AWS A6i8-01 AWS CiassifI ation E70C- M H4 Describe filler metal (If not covered by AWS specification$) SHIELDING Gas: ED Single p Mixture Composition 80%, ARGON 20%.CO2 Flory rates 35.46 CFH PREHEAT I INTERPASS Preheat/tnterpass Temper r+elAllin) 12 DEG' F Interpose Temperature (Max) 450 -DEG f •' WHE4-THE BASE METAL TE1 PETUTI JRE•IS'BELAW 32 DEGF Mow C) THE'8ASE METAL SHALL BE PREHEATED TO A MINIMUN.OF' ,70 DEO F (20 oeo C ) AND ThEM11ISMUM 1I ThRPASS TEMIPERARIRE SHALL BE MAINTAINED OURINMWELDW6. REF: AWS DIA WELDING CODE WELDING PARAMETERS Pass Electrode Current • Travel Joint Numbers) Diameter Type Amperage; Volts Electrical d Detail Range- Range StickoLit (ipm) 1 thru >t .063" DCEP 270 -330 28-32 3/4" +I -1 14" 12 > 15 Pi \117 ,,t 7 PLATE >e Manufacturer or C tractor P1CM STEEL SERVICE. IN . Authorized by Date 8/10/2005 PKM QA- MANAGER Form A-2 • Avv5 D1.4/W4M: 1005 Welding Procedure:Specification (WPS)-Form Welding Procedure SpecHloaSon.(WPS) NO. RS3F Contractor PICKSTEEL SERVICE, INC. Authorized by RICHARD ROLAND ge Revision No. 0 Supporting PQR Identification PREQUAUFIED Test Date. WA WELDING PROCESS: ElFcAw.s OFCAW-G n GMAW FISMAW WELD TYPE: EIGroove flFilet JOINT TYPE: DDIrect Butt FInctirect.Buti [T-Jolnt Joint(s) Qualified (see Table 61) N/A Position 3F-VERTICAL. Groove Type NM Root Opening N/A- Root:Face NIA Groove Angle N/A Efres No Backing Type N/A Elackgougin.g: [Yes 13 No EtackgougIng Method N/A TECHNIQUE: . E3 Stringers EWeave ELECTRICAL. tHARAcTou,sucs Current: DAC DCEP DOCEN Transfer Mode IGMAW): EiShort-c OGibbular • r7Spray BASE METAL Material Specification ASTM Grade. A610 rA615111 Welded:to: MaterieSpeciflimation AVM Grade A6,15. I A615M or A36 MaximuinCerbepEquivaletit - 37;5 Bar size #4 (1/21 Plate,T,hicithess 1/4" Coated Bar Eves 13 No Type, ofpoeting . FILLER METAL AWS Speeifir.on AWSA5.18-01 AWSCIassffication E7OC4M 144 Describe Mier rnetaliltnotoovered by AWS specifications} SHIELDING . Gas: Ei Single. in mb,ctut cor 8 ARGON 2goiocci2 Flaw rate 35-45 CFH PREHEAT LINTERPASS 'Prekadlnterpato Temperature (Mtn) *32 DEC F Interpass. Temperature (Max) 456 DEG.F 'fr•Ibuusams BASE germ. TEMPERATURE WBELOWS2 DEG Fla ogO4)111E USE METAL stIALLIEPRUILATEDIO AiNINIMUII OF 70 DEO Ft20 C TAND me ISNIMUMINTERPASS TEMPERATURE SHAII OE MAINTAINEDDURIND WELDING. RE: AWS.D1,1 WELDING CODE WELDING. PARAMETERS Current Travel P.ass Electrode Joint AMperage Volts !Electrical SPeed Number(s) Diameter Type Range Range Skkout (pm Detail 1 titre x .063" DCEP 270-330 28-32 314" +1- 2>1.5 REflAR • PLATE Manufacturer or CnactOr PI(M STEEL SERVICE INC. Authorized by /—)4s44,... do Date. 011012005 PM OA, MANAGER. Form A-2 • • AWS DI41D1.4161: 2005 Welding Procedure Specification (WPS). Form Welding Procedure Specification (WPS) No. RS4F Contractor PM STEEL SERVICE, INC. Authorized by RICHARD ROLAND 2 E 7 , Revision No. 0. Supporting PQR Identification PREQUALIFIED Test Date N/A WELDING PROCESS: EFCAW-S EFCAW.G DGMAW Dsww WELD TYPE: EGroove n Fillet JOINT TYPE; ElDiredt Butt Eln'dirett Butt DT-Joint JoiriNt) Qualified (see T.able6.2) WA • • P-ositicin 4F OVERHEAD GrooveType N/A Root Opening N/A • Root Face N/A Groove Angle N/A Baking: EINo Backing Type- N/A Backgouging: []Yes [Dirt° Backgouging Method N/A TECHNIQUE: [Stringers Dweave ELECTRICAt. CHARACTERISTICS Current EJAC n 6CEP DDGEN Transfer Mode (GMAW): OStiort-oircuiting ridlobular al Spray BASE MET-AL Mateitial Specifitation ASTM Grade A615 Welded to: Material Specification ASTM Grade; A6161 A61511 or A36 Maximum Carbon Eclutigilerit 37.$ Bar-size #4 vite} -Plate Thickness 114° Coated Bar: EiYes FE No Type of Coating. . -FILLER META.. AWS Specification AWS4)518.01 AWS Classification E70C.6111 H4 Ilesonbefiller metal (if not covered by AWS specifications) SHIELDING Gas: ]Mixture Composition .60%;ARG0S2014..001..Plow rate 35.45 CFH PREHEAT tiNTERPASS Preheat/Interpass Temperature.(Min) '32.DEG F loterpass• Temperature (Max) 450 DEG F * 11001711E-BASE'KETAL TEMPONATURCIS WM00132'0E0 FIO Dee C) ThE41003E-blETAL $HALLBETREHEATED.TOAK00/400= OF *DO F(20 oresC ). AND 114E400MtifillefERPA00 TEMPERATURE SHALL BEMAAITAIMEOPUROWINELOOdO. REF:AM 121.1 WELDING CODE WELDING PARAMETERS Current Travel Pass Electrode Joint Amperage E Detail Volts lectrical Speed NuMber(S) Diameter Type Range - Range ; Stickout WI/ ' • 1 thrax A63" ,DCEP 170-330 2842 3/1r_ 1/4" 12 > 15 11 Manufacturer or C tractor PIM STEEL INC. Authorized by Date 8/1012005 QA MANAGER- Form A-2 • IRE 10 UsuvERsrrY oFurrAti Full Scale Testing of WC Series Buckling- Restrained Braces Final Report By Pedro Romero, Ph.D., P.E. Assistant Professor Lawrence D. Reaveley, Ph.D., P.E. Professor Philip J. Miller Graduate Student Terry Okahashi Graduate Student May 15, 2007 >� ,� �, Department of Civil & Environmental Engineering / 2-: -- eikit f i r' The University of Utah ?-- ,;:� ` �t''"""'r : 122 South Central Campus Drive, Suite 104 o - : e '�`� Salt Lake City, UT 84112 -0561 ` E: .. Executive Summary This report describes the results and analysis of tests performed on seven buckling- restrained braces manufactured by Star Seismic, LLC. The test were performed and the Structures and Materials Laboratory of the Department of Civil Engineering at the University of Utah during the spring of 2006. The cores of the test specimens were all made of structural steel and range in yield force size from 150 kips to 780 kips. The testing protocol was designed to exceed the criteria found in Appendix T of the March 2005 AISC -SEAOC Seismic Provisions for Structural Steel Buildings and the ICC Acceptance Criteria for Buckling Restrained Braces, (AC238 effective Nov 1, 2003). All specimens had inelastic deformation greater than 10 times the deformation at first significant yield of the steel core. All of the seven test specimens were able to meet the other requirements found in these documents. The final results are summarized below. Maximum Deformation in Maximum yielding section Cumulative Maximum Specimen of steel core Compression to As a ratio of Inelastic Tension Ratio deformation at Displacement first yield WC150 Brace 1 12.8 511 1.10 WC150 Brace 2 19.2 810 1.29 WC250 Brace 1 17.8 725 1.18 WC250 Brace 2 17.8 715 1.17 WC500 Brace 1 10.2 246 1.06 WC500 Brace 2 13.4 351 1.04 WC780 13.6 393 0.98 Disclaimer - The role of The University of Utah is limited to testing and reporting results. It is the responsibility of Star Seismic LLC to determine, from the information provided as stated in this document, the capabilities of their brace to function in a manner consistent with any applicable standards. Star Seismic LLC maintains the responsibility of interpreting the statistical appropriateness of the use of the data. The University of Utah (Department of Civil and Environmental Engineering) is limited in this project to serving as a testing agency. • ii Table of Contents Executive Summary Disclaimer ii Table of Contents iii List of Tables v List of Figures vi List of Symbols vii List of Symbols vii Introduction 1 Test Specimen Information 2 Test Setup and Loading Protocols 5 Installation and Physical Setup 5 Determination of Yield Deformation 7 Test Controls 8 Test Loading Protocols 8 Test Results 10 Test Specimen Failure Observations 10 Test Analysis 11 Backbone Curve 11 Comparisons to Acceptance Criteria 12 Appendix A: Test Results 13 WC150 Brace 1 Results 13 iii WC150 Brace 2 Results 16 WC250 Brace 1 Results 19 WC250 Brace 2 Results 22 WC500 Brace 1 Results 25 WC500 Brace 2 Results 28 WC780 Brace Results 31 Appendix B: Brace Drawings 33 Appendix C: Material Test Report 35 iv List of Tables Table 1 — Dimensions of steel core for the braces 4 Table 2— Yield deformation for braces 8 Table 3 — Test Protocols for each specimen 9 Table 4— Summary of results for each brace 10 Table 5 — Failure Modes of Each Specimen Tested 11 List of Figures Figure 1 — Buckling Restrained Brace attached to the loading frame 2 Figure 2 — Sketches of Buckling Restrained Brace testing setup 3 Figure 3 — Buckling Restrained Brace with LVDTs. The braces were installed 4" out of plum to simulate frame drift. The LVDTs were welded to the brace. 6 Figure 4 — Welded connection 7 Figure 5 — WC backbone curve 11 vi List of Symbols E Modulus of elasticity of steel, 29,000 ksi Fy Specified minimum yield strength of steel used in brace cores, ksi Py Axial yield strength of steel core, kips Lx Length of steel member x, inches b Width of steel member x, inches tx Thickness of steel member x, inches AX Area of steel section x (bx *tx), squared inches KX Stiffness of member x, kips per inch Compression strength adjustment factor E Strain, percent co Tension strength adjustment factor Ab Deformation quantity used to control loading of test specimen. In this report it refers to the steel core axial deformation, inches Obm Value of deformation quantity Ab corresponding to the design story drift, in this report it was taken to be 5.0Aby, inches Oby Value of deformation quantity Ab at first significant yield of the steel core, inches At Value of deformation of the steel core within the transition zone, inches Ayz Value of deformation of the steel core within the yielding zone, inches vii • • • Introduction This report contains the results of axial tests conducted during the Spring of 2006 on a series of buckling- restrained braces (BRBs). The tests were performed at the Structures and Materials Laboratory (SML) of the University of Utah Department of Civil and Environmental Engineering and were witness by a representative from Smith Emery, LLC. A total of seven test specimens were provided by Star Seismic, LLC to be cyclically tested using the south frame of the SML. Star Seismic, LLC also furnished the top and bottom connection substructures used during this test. Material tests and quality control /assurance were not performed by the University of Utah and are not included herein. Connection details, member sizes, grades of steel, and other specifics on the BRB specimens is proprietary information and it is also excluded from this report. 1 Test Specimen Information Seven buckling- restrained braces (BRBs) were provided by Star Seismic LLC for testing. Duplicate braces were designated as WC150, WC250, WC500, and a single brace was designated as WC780. This designation corresponded to their expected yield force in kips. The BRBs were approximately 18 feet long. This included the top and bottom portions that were welded to the loading frame connection. A picture of a brace inside the loading frame is shown in Figure 1. A-- psi — ' YY ■ 1111 C*72. r b ` j _ I Figure 1 — Buckling Restrained Brace attached to the loading frame Two sketches of the setup are shown in Figure 2. The dimensions of the steel core at different locations within the brace are shown on Table 1. The drawings for each set of brace are shown in Appendix B. This information was provided by Star Seismic LLC. 2 i ---7.0 -. Hydraulic I . Load Cell I I Actuator W364170 dun � . r 1 i Subassembly_-3 Structure Extension Plate --- ,r'9 Hydraulic - 11Yi2x35 Actuator Cap Plate Transition Zone W12x25 � Steel Core h ? ' F 3 s 1. !'f'i� LVDT Yielding Zone Measuremer Measuremer g R m 3 W 12x28 Brace Lenght '; T 9 N i Test -'� Spedmen x Connection Tie- Down Box �\ 1 di �// I w36x17o I �' I% , to ,a.� �L.., i.- - L. West Elevation Figure 2 — Sketches of Buckling Restrained Brace testing setup 3 Table 1 — Dimensions of steel core for the braces Brace Designation WC150 WC250 WC500 WC780 Specified yield strength, Fy, ksi 41.4 39.9 39.9 39.9 Thickness 0.75 2 2 4 cp tKP, in as a Width o a bkp, in 9 9 9 18.5 a Y Length 13 19 23 23 w Stiffness 15,058 27,474 22,696 93,304 KKP, kip /in # of Plates 1 1 2 4 Thickness 0.75 1 1 1 tp, in Total Thickness 0.75 1 2 4 tr, in Width 10 10 10 10 a3 O brz, in ii o c N Length a N H LTZ, in 14 14 14 14 ° F- Stiffness v 15,536 20,714 41,429 82,857 KTZ, kip /in o Width 4.90 5.75 5.75 4.88 Q, N Length 152.7 134.7 134.7 132.6 c} LYZ, a " a) Stiffness KYZ, kip /in 698 1,238 2,476 4,269 } Notes:All values provided by Star Seismic LLC. Stiffness calculated as AE /L. 4 Test Setup and Loading Protocols Installation and Physical Setup The braces were attached vertically to the South Loading frame by welding the core extension into the subassembly gusset plate that was previously bolted to the loading frame actuator. To facilitate the installation, the ram was retraced to its maximum position. The braces were then hosted by chainfalls into its vertical position and the core extensions knifed onto the gusset plates. Before extending the ram, the upper welds were made, gap filling wedges installed, and the chainfalls removed. This left the brace in its natural plumb position. The brace was then lowered by the ram into its relative position on the lower gusset plate. A 1 inch gap was left between the edge of the gusset and the collar end plate. To simulate rotation of the brace in a frame, the braces were pulled out of plumb by displacing them 4 inches at the bottom. This meets the requirement of ANSI /AISC 3421 Appendix T4. By rotating the brace out of plumb once the top is fixed, the condition of Loading the Brace with Constant Imposed Rotation shown in CT4 page 6.1 -245 is met. The targeted deformation of the braces was to be 4 ". If the braces are installed in a frame at 45 degrees the deformation perpendicular to the axis of the braces would also be 4 ". Pulling the braces out of plumb by 4" simulates the rotation the braces would see if axially deformed 4 ". Two Linear Variable Differential Transducers (LVDTs) were externally mounted to the east and west side of the brace. The LVDT's were welded against the cap plates at the top and bottom of the brace. This ensured that the movement recorded by these devices corresponded to the deformation of the steel core within the brace. A picture of the LVDT setup is shown in Figure 3, with a closer look at the welded connection in Figure 4. 5 n._— - 1 , i W 1` If k` A 7: ) I s 3 P J, ! r }. 1 111 ` \ - ', - r 1 m w g 7- I LX,: , • ,Jr---* 11 y : -, 1' 4 •1, ,1 4.#,,,,.. , 0 1 .1. ` ^ ., < 1 1 ir rt \ 11 ; .•, • Z i 11 y ; - , • L; _ • p Figure 3 — Buckling Restrained Brace with LVDTs. The braces were installed 4" out of plum to simulate frame drift. The LVDTs were welded to the brace. 6 1 1 * ' ,re' / • al III i ._ .. . isq '' _ , O * . C 1r 3 } T vA i I - ,, , _f. , . _ . i -,.., *eft, ,i 'is i k i1 , r ' I �, - A _.. ., .7 ; Figure 4 — Welded connection Determination of Yield Deformation The brace deformation that corresponds to the first significant yield of the core, Aby, was determined based on the elastic deformation that occurs in both the transition zone and the yielding zone of the steel core. The core was modeled as three springs in series (two transition zones and one yield zone) each with a stiffness K. The yield deformation Aby was determined as the sum of these three deformations (2A + orz). O =Py K +� rz rz 7 • • The yield deformation for each brace is shown on Table 2. Table 2 — Yield deformation for braces Brace Yield Force Deformation at first significant yield, Designation P kips inches Transition Yielding Total Brace Zones, Arz Zone, AYZ Any WC 150 152.1 0.020 0.218 0.238 WC250 229.4 0.022 0.185 0.207 WC500 458.9 0.022 0.185 0.207 WC780 778.8 0.019 0.182 0.201 Note: Yield force determined as FyAYz Test Controls The testing of the braces was done using a servo- hydraulic actuator with digital control (MTS TestStar Ilm). All tests were displacement controlled. Force readings were acquired from a load cell mounted between the hydraulic ram and the top substructure as shown in Figure 2. The displacements readings were acquired using two externally mounted LVDT's, one of which controlled the movement of the ram. All the data was collected in an electronic file and was later processed to arrive at the results shown on the next section. Test Loading Protocols The test loading protocols were programmed into the system so that precise displacements were obtained from the hydraulic ram. The deformations used in the test protocols were based on the brace deformation at first significant yield as defined in Appendix T, Section T6.3 of the 2005 AISC Seismic Provisions for Structural Steel Buildings as well as the 2003 Acceptance Criteria for Buckling - Restrained Braced Frame Subassemblages, AC238 from ICC Evaluation Services. The actual deformations used in the tests were larger than those required in both documents to ensure greater severity in terms of inelastic deformation. This is permitted under section T6.3 of the AISC Provisions. The requirements listed on those documents are shown on the top of Table 3 for comparison purposes. The loading sequence was applied to the test specimen at a rate of approximately 0.025 inches per second. 8 Table 3 - Test Protocols for each specimen Step 1 2 3 4 5 6 7 V Cycles 2 2 2 2 2 As -- c y needed Q Ab/Ab 1.00 2.50 5.00 7.50 10.0 7.5 o Cycles 6 4 4 2 As v needed Ab/Aby 1.00 2.50 5.00 7.50 5.00 -- -- Cycles 6 4 6 4 2 2 2 o Ab 0.30 0.75 1.50 2.20 2.80 3.50 4.20 in V Ab /Ab 1.26 3.15 6.30 9.24 11.76 14.71 17.64 • Ab-OTZ 1.28 3.35 6.79 10.00 12.75 15.96 19.17 Avz 2 Cycles 6 4 6 4 2 4 2 a Ab 0.30 0.70 1.40 2.00 2.60 3.30 3.90 to V Ab/Aby 1.45 3.38 6.76 9.60 12.56 15.94 18.84 • Ab-ATZ 1.50 3.66 7.45 10.69 13.94 17.72 20.96 Avz Cycles 9 4 4 2 2 2 2 Ab 0.30 0.65 1.30 1.90 2.50 3.10 3.75 o v g Ab/Aby 1.45 3.14 6.28 9.18 12.08 14.98 18.12 • 03 4b - On 1.50 3.39 6.91 10.15 13.39 16.64 20.15 AYZ Cycles 6 4 4 2 2 2 2 0 N Ab 0.25 0.65 1.30 1.90 1.30 1.90 2.50 o a� v Ab /Aby 1.21 3.14 6.28 9.18 6.28 9.18 12.08 • m Ab-ATZ 1.23 3.39 6.91 10.15 6.91 10.15 13.39 DYZ Cycles 6 4 6 4 2 2 2 o Ab 0.25 0.70 1.30 1.90 2.50 3.20 3.70 V Ab /Aby 1.24 3.48 6.46 9.45 12.44 15.92 18.41 • Ab-OTZ 1.27 3.74 7.04 10.34 13.63 17.48 20.23 DYZ Note: (1) The requirements are listed in terms of Abm. For this work Aby = 5.0Abm (2) This quantity represents the ratio of Ab /Aby when Aby is considered the yielded core of the specimen only. 9 • Test Results The results for each set of braces include the number of deformation cycles to failure, the corresponding deformation as a function of the specimen yield, the maximum cumulative inelastic displacement (CID) and the maximum compression to tension (C/T) ratio within a given cycle. The ICC 238 criterion requires 4 steps with a maximum deformation of 7.5 6,b /Aby and a CID of at least 140 at the end of the test. The ANSI /AISC criteria requires 5 steps with a maximum deformation of 10.0 Ab/Aby and a CID of at least 200 at the end of the test. Both documents require a maximum compression to tension ratio of 1.3 for each cycle greater than Ab = Aby. These results are summarized in Table 4. Plots showing the applied load history and applied load versus deformation are found in Appendix A. Table 4 — Summary of results for each brace Specimen Cycle at failure Maximum Maximum Maximum Deformation CID C/T Ratio Ab/Aby Ab -en/AYZ WC150 1St cycle >11.7 >12.8 511 1.10 Brace 1 at step 6 WC150 1 cycle >17.6 >19.2 810 1.29 Brace 2 after step 7 WC250 2 cycle >15.9 >17.8 725 1.18 Brace 1 at step 7 WC250 2 " cycle >15.9 >17.8 715 1.17 Brace 2 at step 7 WC500 1 cycle >9.2 >10.2 246 1.07 Brace 1 at step 5 WC500 2 " cycle >12.1 >13.4 351 1.04 Brace 2 after step 7 WC780 1St cycle >12.4 >13.6 393 0.98 at step 6 Test Specimen Failure Observations Two modes of failure were observed; one consisted in bulging of the outer tube and eventual failure of the wall and the second one was rupture of the yielding core. In one specimen the gusset plate weld failed. Bulging occurred at the top of the brace, closer to the hydraulic actuator. Tensile rupture was accompanied with a loud noise. Table 5 describes the failure mode for each brace tested. 10 Table 5 — Failure Modes of Each Specimen Tested Specimen Failure Mode WC150 Brace 1 Tension Failure of Core WC150 Brace 2 Tension Failure of Core WC250 Brace 1 Tension Failure of Core WC250 Brace 2 Tension Failure of Core WC500 Brace 1 Bottom Gusset Plate Weld Failure WC500 Brace 2 Bent Collar and Failed Wall at Top WC780 Bent Collar and Failed Wall at Top Test Analysis Backbone Curve The backbone curve was developed from the data for all braces based on the load at maximum deformation normalized to the yield load. This curve resulted in the following formulas. For tension, the regression equation is: co = 26.80c + 1.033 For compression, the regression equation is col3 = 45.19c -0.77. where co is hardening and e is strain. WC Backbone, Force @ Peak A 3 y = 26.798x + 1.0333 0 -4% -3`)/o -1% % 1% - 2% 3% 4 • -2 - = y = 45.186x - 0.7691 3 Strain Figure 5 — WC backbone curve 11 Comparisons to Acceptance Criteria The requirements of the AISC -SEAOC criteria are as follows: • Load vs. displacement history shall exhibit stable, repeatable behavior with positive incremental stiffness. • There shall be no fracture, brace instability or brace end connection failure. • For brace tests, each cycle to a deformation greater than Aby the maximum tension and compression forces shall not be less than the nominal strength of the core. • For brace tests, each cycle to a deformation greater than Ab the ratio of the maximum compression force to the maximum tension force shall not exceed 1.3. All of the seven braces conform to these criteria. 12 • Appendix A: Test Results WC150 Brace 1 Results (150K S1) CID UT Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 1.683 10.09 1.68 10.09 0.766 163.33 2 1.687 3.37 0.723 177.86 3 1.676 5.05 0.725 179.66 4 1.676 6.72 0.717 180.94 5 1.686 8.41 0.732 179.17 6 1.677 10.09 0.741 179.16 2 7 10.287 41.07 20.37 51.16 0.726 182.09 8 10.263 30.64 0.717 182.05 9 10.266 40.90 0.737 182.85 10 10.257 51.16 0.783 185.01 3 11 24.494 146.96 75.65 198.12 0.857 198.34 12 24.506 100.16 0.825 212.74 13 24.506 124.66 0.826 217.09 14 24.486 149.15 0.834 220.38 15 24.485 173.64 0.855 218.72 16 24.485 198.12 0.865 217.01 4 17 37.884 151.50 236.00 349.62 0.908 224.28 18 37.855 273.86 0.918 231.65 19 37.883 311.74 0.942 234.51 20 37.876 349.62 0.947 238.17 5 21 49.431 98.87 399.05 448.49 1.077 241.10 22 49.443 448.49 1.103 242.41 6 23 62.476 62.48 510.97 510:97 1.054 251.49 E 510.97 510.97 Max 1.103 13 Displacement Time History (East LVDT) (150k SP1) 5 4 - 3 . 2 • I f • i " r •E i • • • • . 1 0 2 A/MU 0 I 0 \ 500 I VOt 0 I \ t 1 t \ 350i 4000 m a -I m h -2 a 4 \i -5 Time (sec.) Force (LVDT average) (150k SP1) IIIIIMP __--;.---- - __--k. - i• - ----- - - - -- --- ---- ----------- - am IMISIVANIMIll iwssmormwim Fraymnisviirmm en :________ _ ....,, PI .------------:-------------=-- _ , Displacement (in.) 14 Cumulative Inelastic Displacement (CID) (LVDT average) (150k SP1) 600 500 400 - U 300 200 100 0 0 5 10 15 20 25 30 Cycle 15 WC150 Brace 2 Results (150K S2) CID C/T Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 1.649 9.97 1.65 9.97 0.822 162.06 2 1.652 3.30 0.785 173.20 3 1.670 4.97 0.791 173.54 4 1.670 6.64 0.783 174.52 5 1.664 8.31 0.792 173.70 6 1.662 9.97 0.789 174.59 2 7 10.150 40.58 20.12 50.55 0.809 175.43 8 10.119 30.24 0.843 173.78 9 10.133 40.37 0.861 176.14 10 10.176 50.55 0.861 179.14 3 11 24.428 146.64 74.97 197.19 0.945 192.38 12 24.445 99.42 0.902 204.97 13 24.405 123.83 0.898 207.78 14 24.455 148.28 0.898 211.73 15 24.452 172.73 0.904 213.50 16 24.458 197.19 0.920 212.20 4 17 37.746 151.09 234.94 348.28 0.987 219.05 18 37.778 272.72 0.973 223.23 19 37.763 310.48 0.995 225.21 20 37.800 348.28 0.996 227.64 5 21 49.120 98.30 397.40 446.57 1.083 230.59 22 49.176 446.57 1.081 236.57 6 23 62.321 124.78 508.89 571.35 1.139 242.83 24 62.456 571.35 1.176 251.96 7 25 75.720 151.41 647.07 722.77 1.289 263.27 26 75.695 722.77 1.285 273.93 8 27 87.489 87.49 810.25 810.25 1.480 276.31 E 810.25 810.25 Max 1.289 16 Displacement Time History (East LVDT) (150k SP2) 5 a A A 1 3 ^, e I I I. I t I E ° Ill! j' 0 c l 1° I I 4Q00 l 5( p0 , 600 ce GL -1 1 V d 11 3 1 J -a -5 Time (sec.) Force - Displacement (LVDT average) (150k SP2) II _,...1 ,11111,-7:::....1.1. 1 1 WM_.MtMMM� INIMAIIMMIlmAIVAWAIII IN MENN �� 1111M ==- - - - ,...------,-------- 1 .1.--__.....r.--------- .. .. Displacement (in.) 17 - - - - - -- - - - Cumulative Inelastic Displacement (CID) (LVDT average) (150k SP2) 900 800 700 600 500 U 400 300 200 100 - 0 0 5 10 15 20 25 30 Cycle 18 WC250 Brace 1 Results (250K S1) CID C/T Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 1.788 10.59 1.79 10.59 0.711 264.50 2 1.760 3.55 0.783 248.53 3 1.756 5.30 0.787 248.27 4 1.748 7.05 0.806 246.26 5 1.761 8.81 0.796 249.91 6 1.774 10.59 0.786 249.90 2 7 9.371 37.55 19.96 48.13 0.815 251.18 8 9.392 29.35 0.851 259.47 9 9.387 38.74 0.834 270.68 10 9.396 48.13 0.832 276.63 3 11 22.709 136.22 70.84 184.36 0.899 297.00 12 22.727 93.57 0.883 310.57 13 22.699 116.27 0.893 318.74 14 22.702 138.97 0.896 319.61 15 22.694 161.67 0.881 319.53 16 22.692 184.36 0.897 325.27 4 17 34.094 135.69 218.45 320.05 0.944 331.73 18 33.741 252.19 0.937 341.04 19 33.739 285.93 0.939 344.38 20 34.115 320.05 0.958 340.74 5 21 44.997 90.42 365.04 410.46 1.008 344.25 22 45.420 410.46 0.993 358.75 6 23 58.118 233.91 468.58 644.38 1.040 367.69 24 58.621 527.20 1.066 377.37 25 58.607 585.81 1.071 386.35 26 58.568 644.38 1.094 388.49 7 27 69.866 80.14 714.24 724.52 1.183 391.92 28 10.275 724.52 Max 1.183 E 724.52 724.52 19 • • Displacement Time History (East LVDT) (250k SP1) 5 4 3 I 2 '. I .. III 0 I T R 0 101111 !II! 31i( 4 0'0 Of° 6 7100 8110 900. 10000 C. -1 -3 -5 Time (sec.) Force - Displacement (LVDT average) (250k SP1) «40.7 %Il�l1= MDMMDEIII%I/11 s. 4' LONA irintiffirMilf NIIIINNEINW//% I1 / /I /I Displacement (in.) 20 Cumulative Inelastic Displacement (CID) (LVDT average) (250k SPl) 800 700 600 500 4 U 00 300 200 100 - 0 0 5 10 15 20 25 30 Cycle 21 WC250 Brace 2 Results (250K S2) CID C/T Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 1.687 10.20 1.69 10.20 0.759 254.57 2 1.708 3.40 0.815 243.79 3 1.712 5.11 0.808 245.38 4 1.701 6.81 0.830 242.60 5 1.696 8.50 0.822 242.75 6 1.693 10.20 0.830 243.57 2 7 9.289 37.14 19.49 47.34 0.820 244.33 8 9.293 28.78 0.861 250.63 9 9.275 38.05 0.846 265.61 10 9.281 47.34 0.870 268.96 3 11 22.511 134.80 69.85 182.13 0.905 289.53 12 22.488 92.33 0.898 303.78 13 22.482 114.82 0.916 313.20 14 22.493 137.31 0.912 313.18 15 22.338 159.65 0.909 318.56 16 22.487 182.13 0.906 319.58 4 17 33.816 134.76 215.95 316.90 0.968 321.55 18 33.697 249.65 0.947 337.19 19 33.835 283.48 0.969 334.16 20 33.413 316.90 0.965 332.27 5 21 45.478 90.98 362.37 407.87 1.019 343.64 22 45.497 407.87 1.025 348.65 6 23 58.708 234.88 466.58 642.75 1.068 356.86 24 58.741 525.32 1.061 368.95 25 58.735 584.05 1.088 375.20 26 58.691 642.75 1.101 376.62 7 27 70.009 72.33 712.75 715.08 1.174 386.74 28 2.323 715.08 Max 1.174 E 715.08 715.08 22 Displacement Time History (East LVDT) (250k SP2) 5 4 3 , [ 1 . • • ... 1 fl 4 4 1 i 0 V1� j.* 111111 1 O 0� 10 I 7� I 4 900 10000 O. G -2 . ! -3 V J 1 J J -4 -5 Time (sec.) Force - Displacement (LVDT average) (250k SP2) • H MMMMD1IINNN I/NNN N -4 NNNINIIIEM NNINI1!1WN / ._._._ .. .. Displ acement (in.) 23 Cumulative Inelastic Displacement (CID) (LVDT average) (250k SP2) 800 700 600 500 U 400 300 200 100 0 - 0 5 10 15 20 25 30 Cycle 24 WC500 Brace 1 Results (500K S1) CID C/T Tension.. (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 2.372 21.48 2.37 21.48 0.582 547.22 2 2.374 4.75 0.654 530.89 3 2.387 7.13 0.659 530.99 4 2.374 9.51 0.968 424.63 5 2.402 11.91 0.940 443.29 6 2.409 14.32 0.952 443.85 7 2.386 16.70 0.931 441.51 8 2.380 19.08 0.952 447.44 9 2.399 21.48 0.945 453.53 2 10 9.163 36.98 30.65 58.46 0.983 469.15 11 9.246 39.89 0.944 508.76 12 9.278 49.17 0.948 523.57 13 9.289 58.46 0.947 536.75 3 14 22.083 89.03 80.54 147.49 0.969 567.46 15 22.181 102.72 0.996 588.26 16 22.318 125.04 0.997 608.95 17 22.450 147.49 0.988 620.92 4 18 34.242 69.04 181.73 216.53 1.004 630.74 19 34.794 216.53 1.027 646.51 5 20 29.355 29.36 245.88 245.88 1.066 669.19 E 245.88 245.88 Max 1.066 25 Displacement Time History (East LVDT) (500k SPl) 3 2 1 0 u AMIN 00. 011 III 7 0 8000 9000 10000 h -1 1111 -, -3 Time (sec.) Force - Displacement (LVDT average) (500k SPl) 800 700 i= f T A IFM J�111111=s: Displacement (in.) 26 • - • Cumulative Inelastic Displacement (CID) (LVDT average) (500k SP1) 300 200 100 0 0 5 10 15 20 25 Cycle 27 WC500 Brace 2 Results (500K S2) CID C/T Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 0.603 3.60 0.60 3.60 0.894 455.15 2 0.608 1.21 0.910 450.56 3 0.601 1.81 0.909 449.31 4 0.602 2.41 0.909 453.22 5 0.594 3.01 0.912 452.50 6 0.596 3.60 0.890 455.71 2 7 7.946 32.29 11.55 35.89 0.882 458.29 8 8.129 19.68 0.951 458.94 9 8.105 27.78 0.954 479.67 10 8.106 35.89 0.937 501.80 3 11 20.184 81.35 56.07 117.24 1.022 528.76 12 20.357 76.43 0.979 571.79 13 20.382 96.81 0.975 582.45 14 20.426 117.24 0.979 592.28 4 15 31.653 63.43 148.89 180.67 1.020 613.30 16 31.779 180.67 1.016 627.19 5 17 20.488 40.98 201.16 221.65 0.953 629.75 18 20.494 221.65 0.947 622.24 6 19 31.804 63.61 253.46 285.26 1.032 622.04 20 31.807 285.26 0.999 644.74 7 21 43.618 65.91 328.88 351.17 1.040 656.45 22 22.294 351.17 351.17 Max 1.040 E 351..17 1 28 Displacement Time History (East LVDT) (500k SP2) 3 .., 1 11 1 1 0 0 10 0 V 1 010 50 °1 • 01 01 Iio • '00 10000 o. • VVV h -2 -3 Time (sec.) Force - Displacement (LVDT average) (500k SP2) 700 s7 iiv■wirAnswImEssimmtmimAl I= Maim, a ■— /IIIM/■N / /,■� /� --- BRIMI--MWAIMNI ■11111111/ I∎MINI,—IW — /_I —MEI --� ._.. —� Displacement (in.) 29 Cumulative Inelastic Displacement (CID) (LVDT average) (500k SP2) 400 300 U 200 100 0 0 5 10 15 20 25 Cycle 30 WC780 Brace Results (780K S1) CID C/T Tension (LVDTavg) Force per per per Step Cycle cycle step Cum. step Kips 0 0.00 1 1 0.835 5.06 0.84 5.06 0.893 764.37 2 0.855 1.69 0.869 799.69 3 0.843 2.53 0.856 816.31 4 0.848 3.38 0.841 817.29 5 0.845 4.23 0.843 806.38 6 0.833 5.06 0.847 816.96 2 7 9.429 37.74 14.49 42.80 0.854 829.81 8 9.424 23.91 0.916 850.03 9 9.437 33.35 0.904 895.59 10 9.451 42.80 0.887 937.30 3 11 20.935 125.73 63.74 168.53 0.942 997.38 12 20.943 84.68 0.916 1041.05 13 20.959 105.64 0.923 1070.77 14 20.960 126.60 0.926 1082.11 15 20.967 147.57 0.918 1091.45 16 20.963 168.53 0.943 1074.32 4 17 32.364 129.51 200.89 298.04 0.978 1111.23 18 32.381 233.27 0.969 1135.02 19 32.379 265.65 0.968 1148.09 20 32.384 298.04 0.979 1145.70 5 21 43.824 87.63 341.86 385.67 0.929 1170.13 22 43.808 385.67 0.787 1203.99 6 23 7.547 7.55 393.22 393.22 E 393.22 393:22 Max 0.979 31 Force- Displacement (LVDT average) (780k SPI) 1200 l AlrAWMPONIIWINII .... %-III /IMF H III- iAllIIIII-M- --M'/ - �--- 6 -3 - -MI�'' / F G4 /-�IMMINM-- IMINIIM_% --1300 1400 Displacement (in.) Cumulative Inelastic Displacement (CID) (LVDT average) (780k SP1) 400 350 300 250 CI 2 00 U� 150 100 50 0 0 5 10 15 20 25 Cycle 32 Appendix B: Brace Drawings 33 ■ I` Block Core Collar End P Center Stop — - - - - - - ebar alliMM 1 ,_ M I II II . . VW P ... - .II..I. Block 5/16D <TYP Outer S eK Il Center Stop Center Sto• Tube Mud Sto 1 1 • Compressable Block Place - t �._._ SECTION B i i YP "i <TYP C • ;i' Rebar 3/161/ 2.6 II i ll 1 $ Center Stop , - (I • _ M k • Core ollar Il i _ _ _ - - �_ ' Center Stop • SECTION C Transition Zone Transition Zone Core • Core .. .. •I TZ Yielding Zone SECTION A Brace Length ONE BRACE Gene '- BILL OF MATERIAL NO. LENGTH , n SUBJECT WC Generic PCS, DISCRIPTIDN FT. IN. NARK REMARKS JECT Welded Testing i LOCA N University of Utah A CUSTOME Star Seismic ERECTION DWG REF___t ENGINEER DWG REF Test NO. � n DESCRIPTION OF REVISION DRAWN BY I - CHECKED .}3.Y-- • — SHOP PLACE PIECE NARK ON LEFT HAND END OF MEMBER AS DETAILED FOR Q DATE S TAR /' SUIT RAMUSSEN RD ON ERECT MEMBER PITH PIECE MARK TO END SHOVN PLACING PLAN PRINTS ISSUED PARK CI UT 84098 - MATERIAL A36 8. AS NOTED SHOP SEISMIC www•stnrselsrl . t HOLES – UNLESS NOTED SUIRFF ACE 1 -435- 940 -9222 SURFACE BOLTS – (U•N,) PREPARATION JOB N Test DWG NO Appendix C: Material Test Report 35 r,( SmrriEI -Er IERY LABORATORIES An Independent Commercial Testing Laboratory, Established 1904 To: ARGAN JOHNSON, JR Date: November 23, 20d5 STAR SEISMIC, LLC Project No.: 35366 -1 3070 RASMUSSEN ROAD # 260 Lab. Report No.: M05 - 336 PARK CITY, UT 84098 STAR SEISMIC, LLC TABLE I - ROOM - TEMPERATURE TENSION TEST RESULTS Tensile Property . - ' —. . . " . " Elon. Yield Point, Ult.Tensile Size Ht.# 2 -in Gage psi psi 3 /4 -in Thick 400 - 9160 36 % 41, 380 66, 945 1.0 -in Thick 400 - 9161 36 % 39, 910 66, 940 ASTM A 36 — 21 %min 36,000 min 58,000 - 80,000 1. The stress - strain curves for specimens machined from the submitted samples identified in Table I exhibit a distinct yield point. The yield point is the first stress in a material, less than the maximum obtainable stress, at which an increase in strain occurs without an increase in stress. 2. The machined specimens from the material identified in Table I meets the tensile requirement for ASTM A 36 specification for Carbon Structural Steel. oQ sOFESS /p - - - Prepared -By: -- -- - „vQ - . #D:,,'p)�, � - . . .. . K s... 4 MT1933 `Z Praful P. P P.E 6p. 0 1/06 W 0 Metallurgical Engineer '* r84a m0606c m0606ch Bl 1II�1 s ►° . e0606ch b204 e0606ch � _�u'i. 16►2 i Ill : ^ _rj,..,�. 1 1 L_ II' 1/ / 1 '' b204 b204 Shim Block t84a b204 —/ t1 A� c.,0 70 SECTION B Compressable Block Placement 5 /16V 1 ' � Cit of Ti 2 P A. • roved Plans 01111( .i �1 r84a By __ Date _ � , � Shop Note: 20ga removeable spacer , to be placed one side of strand . 1 -5 1/4 4 - 1 3/4 4 - 1 3/4 1 -5 1/4 . � �� r, "' b204 TYP 1 D 1/2 1 4 Affix Protected Zone 1/4 1'- 0 1/2 c Sticker to one (NO PAINT) end of Casing A OFFICE COPY (NO PAINT) _� _ T YP, 4 SIDES 5846 - r 84a g- 3/16 r 2 ®6 .1, C � � T a o0 00 It , b..rpi c—/ ,--) ' Ft Y'ta y � I 1-1 H1 LD i I M b204 �, c., , �� ` I ' I . N ■ I \ :— I ^ _ !S DOCUMENT HAS BEEN REVIEWED OR s84a GENERAL COMPATIBILITY WITH DESIGN bp0606e N o ..: `'ENCEPT AND THE FOLLOWING 18 NOTED: SECTION C Imm NO EXCEPTIONS TAKEN � � 5/8 s 84a a REVISE AS NOTED J . BRACE LOCATIONS) 8 A - 0� REV ISE AND RESUBMIT 5' - 7 5' - 7 0 REJECTED f Grid 9.7 C -B.7 at eI. 3rd -Roof 11' - 2 k";,4e ----.1e------ °?- b 1� Date BILL OF MATERIAL 2 BRACE WC84a NO. LENGTH n SUBJECT WC84a PCS. DESCRIPTION FT. IN. MARK REMARKS A PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 11 2 WC84a BRB -1 LOCATION TIGARD, OR 2 HSS6X6X1 /4 8 3 1/2 t84a A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 0 1/4 bp0606e A36 2/9/2010 Approval ZONE SS BRB NO.17. 18 2 FB 1 x 4 3/4 11 2 s84a A36 -LY / SNJ 4 PL 1/4x2 0 2 1/8 b204 A36 ERECTION DWG ENG. DWG S3.3 N CH r DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED S1UA �- if"'" 6300 N.AGEWOOD DR 44 rebar 8 9 r84a ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN SUITE H 51 1 4 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 SEISMIC TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP www.starseismic.net PAINT SHERWIN- WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 572 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.060 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84a NO EXCEPTION TAKEN ❑ MAKE CORRECTIONS NOTED i§ REJECTED ❑ REVISE AND RESUBMIT ❑ t Checking is only for conformance with the design of the project. Architects responsibility for approved drawings is limited to the extent set forth in the Contract. Contractor is responsible for dimensions job s for i fo ma o e th t the the job pertains site; fabrication processes or to construction techniques and for coordination of the work of all r trades. By Date i Frit e PECK SIUII ETTLIid ARCHITECTS 4412 SW Corbett Avenue Portland, Oregon 97239 (503) 248 -9170 l ` ... -, .: i ..1. S1) • • _ 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,��o rn to N M \ l ) CD lf� 13 3/16 `v SYM ABOUT CL 5' -7 11' -2 Lysc =80.5 in Total Brace Asc= 2.00 in ^ 2 BILL OF MATERIAL 2 STRAND PLATES s84a NO. LENGTH A SUBJECT s84a PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s84a LOCATION TIGARD, OR 2 FB 1 x 4 3/4 11 2 s84a A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A TA I � � 6300 N. SAGEWOOD DR SUITE H 51 1 A\ 29/2010 Approval TM PARK CITY, UT 84098 SNJ s EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N NE AND DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 JOB NO 100106 DWG NO s84a r84b m0606c m0606ch ______ Block e0606ch b204 eO606ch _ ,I'I�!► s84b �'iu _ i. is ► z >� ,iai, „-P b204 I ) — B L b204 ____ B I , / Shim t84b b204 -- Block SECTION B s /,s 1 1 Compressable Block Placement 5 i's D 2 TYP r84b Shop Note: 2Oga removeable spacer , to be placed one side of strand 1 -5 1/4 4' - 11 5/32 4' - 11 5/32 1 -5 1/4 . .....co •�� r b204 7Yp c 1 '- 0 1/2 1 4 Affix Protected Zone Sticker to one 1/4 1 0 1/2, (NO PAINT) end of Casing (NO PAINT) s84b <?YP, 4 SIDES A C r84b 3i's 206 '� co '1 SECTION A M y u, r il v N CD 00 � ■ ,. ..., M 1 b204 , N N t I ! ° S ` 1 M l+ s84b bp0606e + 0 f N N, 0 SECTION C - - 11 % II 13 3/16. BRACE LOCATION(S) 8 5/8 s84 A �►J F 6' - 4 13/3 6' - 4 13/32 C Grid C 4 -5 at el. 3rd —Roof 12' - 8 13/16 BILL OF MATERIAL 2 BRACE WC84b NO. LENGTH SUBJECT WC84b PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 12 813/16 WC84b BRB -1 A LOCATION TIGARD. OR 2 HSS6X6X1 /4 9 10 5/16 t84b A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 0 1/4 bp0606e A36 ^ 2/9/2010 Approval ZONE SS BRB NO.5, 6 2 FB 1 x 4 3/4 12 8 13/16 s84b A36-LY A SNJ 4 PL 1/4x2 0 2 1/8 b204 A36 D►� AND ERECTION DWG ENG. DWG S3.1 N CHECKED er DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 5 1/2 0 5 1/2 mO606ch A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED S1 i1A R r � 6300 N. SAGEWOOD DR 4 #4 rebar 10 4 r84b ERECT MEMBER WITH PIECE MARK TO END SHON ON PLACING PLAN SUITE H #511 4 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP S EISMIC www.starseismic.net PAINT SHERWIN- WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 659 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.072 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84b 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION e Oc co ,,,,, N M :-r:) L ) o 13 3/16 N f SYM ABOUT CL 6' — 4 13/32 12' — 8 13/16 . Lysc= 99.3125 in Total Brace Asc= 2.00 in - 2 BILL OF MATERIAL 2 STRAND PLATES s84b NO. LENGTH SUBJECT s84b PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s84b A LOCATION TIGARD, OR 2 FB 1 x 4 3/4 12 8 13/16 s84b A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A - DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A 6300 N. SAGEWOOD DR / \ �� 1 \ tJ SUITE H #511 A 2/9/2010 Approval TM PARK CITY, UT 84098 SNJ s EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 NO. c o � ey DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 JOB NO looms DWG NO s84b r84c m0606ch m0606ch Block e0606ch b204 e0606ch ,III��r s84c ► 1w II■ iii 16 / 2 �f ��11■ �Ih' I I B I II 1/8 r 1 TYP .. ) B b204 b204 Shim „ _c t84c —Z b204 — Block SECTION B 5/16 D < 1 1 Compressable Block Placement 5/1 P 2 lYP M co � I , r84c Shop Note: 2Oga removeable spacer p 01 1 to be placed one side of strand _ 1 -5 1/4 ._ 5 - 5 3/4 5 - 5 3/4 1 -5 1/4 c 1 `i "' b204 b204 Ty — 1'- 0 1/2, 1 4 Affix Protected Zone 1/4 1'- 0 1/2 ° Sticker to one ° (NO PAINT) / end of Casing A (NO PAINT) s84c 3/16v 2®6 , 4 SIDES C M -� r84c N SECTION A Cl) p • C.D in , ,l — Pl%111' .1 --'`... co 4 • V 7 N ' .. __ I b2 04 C M M s84c bp0606e + 4) / - , N o SECTION C 13 3/16 BRACE LOCATIONS) 8 5/8 s84c A 6 -11 6 -1 Grid 9 C —B.7 at el. 3rd —Roof 13' - 10 BILL OF MATERIAL 1 BRACE WC84c NO. LENGTH A SUBJECT WC84c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 13 10 WC84c BRB -1 LOCATION TIGARD. OR 1 HSS6X6X1 /4 10 11 1/2 t84c A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bp0606e A36 Approval ZONE SS BRB NO.20 1 FB 1 x 4 3/4 13 10 s84c A36 -LY A 2/9/2010 SNJ ERECTION DWG ENG. DWG S3.3 2 PL 1 /4x2 0 2 1/8 b204 A36 N 0 . maim By DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 N. SAGEWOOD DR 2 #4 rebar 11 5 r84c SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED ST 'A �� SUITE H # 51 1 2 PL 1/2 z 6 1/8 0 6 1/8 e0606ch A36 ERECT MEMBER WfiH PIECE MARK TO END SHOWN ON PLACING PLAN TM I I V I I PARK CITY, UT 84098 & MATERIAL A36 AS NOTED SHOP www.starseismic.net PAINT SHERWIN - WIWAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 720 EA SURFACE FAX: 1 -435- 655 -0073 APPROX CONCR. 0.080 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84c I _ 2' -2 3/4 I. 3.32 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,� &) `ti• co N 4 MI I L ) o N 13 3/16 SYM ABOUT CL 6' — 11 13' — 10 Lysc =112.5 in Total Brace Asc= 2.00 in - 2 BILL OF MATERIAL 1 STRAND PLATE s84c NO. LENGTH n SUBJECT s84c PCS. DESCRIPTION FT. IN. MARK REMARKS - PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE s84c LOCATION TIGARD, OR 1 FB 1 x 4 3/4 13 10 s84c A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A /'SF 6300 N. SAGEWOOD DR SUITE H #511 A\ 29/2010 Approval TM PARK CITY, UT 84098 SNJ S EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N RATE AND FAX: DESCRIPTION OF REVISION FAX: 1 -435- 655 -007 man BY JOB NO looms DWG NO s84c r84d m0606c m0606ch Block e0606ch b204 e0606ch Ilk std . �u -�. � ■•I I ■ ■ h'' . — I) ~ B I Ii 1 /8i 1 TMP D _ B b204 b204 . -/' Shim t84d b204 —V Block SECTION B 1 1 Compressable Block Placement 5/16D 2 1 YP pp , r84d Shop Note: 20ga removeable spacer 7 Le to be placed one side of strand e 1 -5 1/4 7 - 0 3/4 7 - 0 3/4 _ 1 -5 1/4 . °-'- Irk "' b204 7Yp - 0 1/2 1 4 A ffix Protected Zone 1 /4 1'- 0 14 Sticker to one e — (NO PAINT) // end of Casing A (NO PAINT) s84d CV 3 /16v 2®6<YP, 4 SIDES .71 C — M 1 r84d N SECTION A in in r ca oo ao \ \ / ■ M I1 b2 c , N I l 0 5 1 OD s84d bp0606e ,...I o / N N , - 0 SECTION C i J s' 13 3/16 BRACE LOCATION(S) 8 F 5/8 s84d A ___(1 8 -6 8 -6 Grid 3 C.4 —C at el. 3rd —Roof 17' -0 BILL OF MATERIAL 1 BRACE WC84d NO. LENGTH n SUBJECT WC84d PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 17 0 WC84d BRB -1 LOCATION TIGARD. OR 1 HSS6X6X1 /4 14 1 1/2 t84d A500 -Gr B CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bp0606e A36 2/9/2010 Approval ZONE SS BRB NO.8 1 FB 1 x 4 3/4 17 0 s84d A36 -LY A SNJ ERECTION DWG ENG. DWG S3.1 2 PL 1/4x2 0 2 1/8 b204 A36 N 0 . N em By DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 6300 N. SAGEWOOD DR 2 #4 rebar 14 7 r84d SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED STA �� SUITE H #51 1 2 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 ERECT MEMBER MTh PIECE MARK TO END SHOWN ON PLACING PLAN TM I� I V I I� PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP www.starseismic.net APPROX BRACE WT 894 PAINT SHERWIN - WILLIAMS ZINC CLAD IV PHONE: 1- 435 - 940 -9222 �` SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.103 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84d _ 2' -2 3/4 _ 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION - ,�p� `L' cn N M � L ) o -4- L'7) 13 3/161 N I SYM ABOUT CL 8' -6 17' -0 Lysc =150.5 in Total Brace Asc= 2.00 in' BILL OF MATERIAL 1 STRAND PLATE s84d NO. LENGTH n SUBJECT s84d PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE s84d A LOCATION TIGARD, OR 1 FB 1 x 4 3/4 17 0 s84d A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A — DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A T A R � SAGEWOOD DR SUITE H #511 A\ 2/9/2010 Approval TM PARK CITY, UT 84098 SNJ s EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N O . AND DESCRIPTION OF REVISION FAX: 1- 435 - 655 - 0073 JOB NO 1oo106 DWG NO s84d 1 r84e m0606c m0606ch _....N....f- Block e0606ch b204 e0606ch I'I11r s L r,P wi■ :�� I) B L - i 1/8 l 1 T�rP ) 1 B _ b204 b204 . _c - Shim t84e b204 SECTION TI O N Block C B 1 1 Compressable Block Placement 5/1 2 nP r84e Shop Note: 20ga removeable spacer to be placed one side of strand - 1 -5 1/4 _ 7 - 10 3/4 7 - 10 3/4 1 -5 1/4 . oo illt _ I "' b204 TYp 1 ' - 0 1 1 4 Affix Protected Zone 1 /4 1 0 1/? Sticker to one (NO PAINT) end of Casing A (NO PAINT) s84e N (TYP, 4 SIDES C — r84e y 3/16V 206 'di SECTION A H LA in 7 FINL s -. 00 \F .Y— I b204 D c., , o N ^ I M co � s84e bp0606e + 0 N N 0 SECTION C ,°' - J 1 3 3/16_ BRACE LOCATION (S) 8 5/8 s84e A iJ 9 -4 9' -4 Grid 7 C –B.5 at el. 3rd –Roof 18' -8 BILL OF MATERIAL 1 BRACE WC84e NO. LENGTH n SUBJECT WC84e PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 18 8 WC84e BRB -1 LOCATION TIGARD. OR t HSS6X6X1/4 15 9 1/2 t84e A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bp0606e A36 n 2/9/2010 Approval ZONE SS BRB NO.12 1 FB 1 x 4 3/4 18 8 s84e A36 -LY A SNJ ERECTION DWG ENG. DWG S3.2 2 PL 1/4x2 0 2 1/8 b204 A36 N man DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED STA �- / 6300 N. SAGEWOOD DR 2 #4 rebar 16 3 r84e SUITE H #51 1 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN PARK CITY, UT 84098 2 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 S E I S M I TM MATERIAL A36 & AS NOTED SHOP www.starseismic.net APPROX BRACE WT 987 PAINT SHERWIN- WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.115 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84e 2' -2 3/4 3.32 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�p��` co N A) M L ) o N 13 3/161 SYM ABOUT CL 9' -4 18' -8 Lysc =170.5 in Total Brace Asc= 2.00 in BILL OF MATERIAL 1 STRAND PLATE s84e NO. LENGTH n SUBJECT s84e PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE s84e A LOCATION 1'1GARD, OR 1 FB 1 x 4 3/4 18 8 s84e A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A �T A �� R d� 6300 N. SAGEWOOD DR SUITE H #511 A\ 2/9/ 2010 Approval al TM PARK CITY, UT 84098 SNJ S EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N DATE AND DESCRIPTION OF REVISION FAX: 1- 435 - 655 -0073 I CHECKED 9Y JOB NO 100106 DWG NO s84e r84f m0606c mO606ch Block e0606ch b204 e0606ch .— ,II s8;f r - ^ ■ 1111111//111 iii 16 ► 2 ��11 �i i — I B _ I CI 1 /8 - �P TYP D 1 B b204 b204 / f Shim ___/ t84f b204 —V Block SECTION B 1 1 Compressable Block Placement 5/16D �._..t 2 TYP pp, r84f Shop Note: 20ga removeable spacer 7 [Lie to be placed one side of strand . 1'-5 1/4 ... 8' - 0 3/4 8' - 0 3/4 ... 1'-5 1/4 , IF ' Protected Zone 1/4 1'- 0 1/2 M b204 TYp - 0 1 /2 1 4 Affix Sticker to one (NO PAINT) end of Casing (NO PAINT) s84f <TYP, 4 SIDES A C M r84f y 3/16V 206 '� SECTION A �. inr i — ` CO ill CO . FIII b204 _ N , N � -.4 0 M M s84f bp0606e f o cN / c., o SECTION C ` 1 - -, i j 13 3/16. BRACE LOCATION(S) 8 5/8 s84f A 9 -6 Grid 5 B.5 —C at eI. 3rd —Roof .— 19' -0 BILL OF MATERIAL 1 BRACE WC84f NO. LENGTH n SUBJECT WC84f PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 19 0 WC84f BRB -1 A LOCATION TIGARD. OR 1 HSS6X6X1 /4 16 1 1/2 t84f A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bpO606e A36 n 2/9/2010 Approval ZONE SS BRB NO.14 t FB 1 x 4 3/4 19 0 s84f A36 -LY A SNJ ERECTION DWG ENG. DWG S3.2 2 PL 1/4x2 0 2 1/8 b204 A36 N 0 . ccxm r DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED I 6300 N. SAGEWOOD DR 2 #4 rebar 16 7 r84f SUITE H #51 1 2 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 ERECT MEMBER W1TH PIECE MARK TO END SHOWN ON PLACING PLAN TM I � � (� PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP www.starseismic.net APPROX BRACE WT 1005 PAINT SHERWIN- WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.117 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84f 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�p ��` rn 2 ca elk a N ''' ) L ) CD -4- � 13 3/16 N SYM ABOUT CL 9' -6 19' -0 Lysc =174.5 in Total Brace Asc= 2.00 in - 2 BILL OF MATERIAL 1 STRAND PLATE s84f NO. LENGTH n SUBJECT s84f PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE s84f A LOCATION TIGARD, OR 1 FB 1 x 4 3/4 19 0 s84f A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A / \ DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A T R r:_../ 6300 N. SAGEWOOD DR SUITE H #511 /.� 2/9/2010 Approval TM PARK CITY, UT 84098 A SNJ S E I S ri I www.starseismic.net v PHONE: 1- 435 - 940 -9222 NO. °ATE AND DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 cHEcit° BY JOB NO 100106 DWG NO s84f r84g m0608c m0608ch lf Block e0608ch b302 e0608ch 1 III11 r s I. _ Feu :1 i _ I.) -B L I II � 18 B b302 b302 I Shim 1 t84g b302 Block SECTION B 5 16 ■ . 1 1 Compressable Block Placement 5i16I TAP 3 M co r84g Shop Note: 20ga removeable spacer � �1 to be placed one side of strand _ 1 -5 1/4 10 - 6 3/4 _ 10' - 6 3/4 1 -5 1/4 . _co �l "' b302 r p 1'- 0 1/2 1 4 Affix Protected Zone 1 /4 1 0 1 /2 c .' Sticker to one (NO PAINT) end of Casing A (NO PAINT) s84g co M ' -------] r84g y 3i, 6 V z ®6 <TMP. 4 SIDES 71 C SECTION A Cl, � [111v ril' cx, \ \ / b302 N N / .� 0 5 ■ s8 SECTION C bp0608e + N N O co I 11 1 3 3/16 BRACE LOCATION (S) 8 5/8 s84g A 12 -0 12 - Grid C 7 -8; C 8 -9 at el. 3rd —Roof -- a. 24' -0 BILL OF MATERIAL 2 BRACE WC84g NO. LENGTH n SUBJECT WC849 PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 24 0 WC84g BRB -1 A LOCATION TIGARD. OR 2 HSS8X6X5 /16 21 1 1/2 t84g A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 2 1/4 bp0608e A36 n 2/9/2010 Approval ZONE SS BRB NO.22. 24 2 FB 1 x 4 3/4 24 0 s84g A36 -LY A SNJ ERECTION DWG ENG. DWG S3.3 4 PL 1/4x2 0 3 1/16 b302 A36 N 0 . DECKED ci�cl�n er DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 7 1/2 0 5 1/2 m0608ch A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED 6 300 N. SAG EW OO D DR 4 #4 rebar 21 7 r84g S1A / I ! - SUITE H #51 1 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN PARK CITY, UT 84098 4 PL 1/2 x 8 1/8 0 6 1/8 e0608ch A36 S E I S M I C T MATERIAL A36 & AS NOTED SHOP www.starseismic.net APPROX BRACE WT 1679 PAINT SHERWIN - WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.205 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC849 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�p�` -cl- ap N '' L ) O c, L) N 13 3/161 f SYM ABOUT CL 12' -0 24' — 0 Lysc =234.5 in Total Brace Asc= 2.00 in - 2 BILL OF MATERIAL 2 STRAND PLATES s84g NO. LENGTH n SUBJECT s84g PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s84g n LOCATION TIGARD, OR 2 FB 1 x 4 3/4 24 0 s84g A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING . A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A STAR /1F S000 N. SAGEWOOD DR #511 A 2/9/2010 Approval TM PARK CITY, UT 84098 A SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N AND DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 JOB NO wows DWG NO s84q r126a m0608d mO608dh 11 lf Block �Ili' s126a • e0608dh b228 e0608dh �,i■ -E, 1s i s "� �/ � ��■ a B M, i 11 , 1 TYP 1 4,..j ____ B b228 b228 Shim I 'MIMI t126a Block b228 —Z SECTION B 1 5/16N < 1 \ 3 /16 113 Compressable Block Placement 5116 / 3i16 3 3 nP SYM ABT p r126a Shop Note: 20ga removeable spacer M 4iI1 to be placed one side of strand e 1'-5 1/4 2' - 2 1/4 2' - 2 1/4 ... 1 -5 1/4 . ao °1 M III, Affix Protected Zone b228 TYP — 0 1 /? 1 4 Sticker to one 1 �4 1:- 0 1/2 (NO PAINT) end of Casing (NO PAINT) s126a <TYP, 4 SIDES A C — r126a y 3/16V 206 SECTION A .r ' ' = 0 `r' . `r' . m . oo . WI b228 � ' I Q ) 7 , N \ .S O 1 M 5 s126a bp0608e + c" �' , o SECTION C Ream Hole As Needed I ,r 13 3/16 5/8 ' A Aligning Slots s126a e A BRACE LOCATION(S) 8 A C 3' -7 1/2 3' -7 1/2 Grid 9.7 C -B.7 at el. 2nd -3rd 7' -3 BILL OF MATERIAL 2 BRACE WC126a NO. LENGTH n SUBJECT WC126a PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 7 3 WC126a BRB -2 A LOCATION TIGARD. OR 2 HSS8X6X1 /4 4 4 1/2 t126a A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 2 1/4 bp0608e A36 n 2/9/2010 Approval ZONE SS BRB NO.15. 16 4 FB 3/4x 4 3/4 7 3 s126a A36 -LY A SNJ ERECTION DWG ENG. DWG S3.3 4 PL 1/4x2 0 2 7/8 b228 A36 N DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 7 1/2 0 5 1/2 m0608dh A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED STAR r:_, 6300 N. SAGEWOOD DR 4 #4 rebar 4 10 r126a ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN p SUITE H #51 1 4 PL 1/2 x 8 1/8 0 6 1/8 e0608dh A36 TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP S EISMIC www.starseismic.net PAINT SHERWIN- WIWAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 476 SURFACE FAX: 1 -435- 655 -0073 APPROX CONCR. 0.043 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC126a 1' -9 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�p� `L' co N c V CD t1 13 3/16 N f SYM ABOUT CL 3' -7 1/2 7' -3 Lysc =43.5 in Total Brace Asc= 3.00 in BILL OF MATERIAL 4 STRAND PLATES s126a NO. LENGTH n SUBJECT s126a PCS. DESCRIPTION FT. IN. MARK REMARKS A PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s126a LOCATION TIGARD, OR 4 FB 3/4x 4 3/4 7 3 s126a A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 6300 N. A \ _ TAR i� SUITE H SAGEWOOD DR #511 A 2/9/2010 Approval TM PARK CITY, UT 84098 A SNJ SEISMIC www.storseismic.net PHONE: 1- 435 - 940 -9222 NO. map AND DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 JOB NO 100106 DWG NO s126a r126b m0608d - m0608dh Block e0608dh b228 e0608dh _ � I'I�� s1,6b ��i■ - i. 8 " 1 Ira B Feu iii .� I 1 �---• U II' 1 /8 1 NP D B b228 b228 Y Shim Block t126b b228 SECTION B 1 5/16 D 1 .,- TYP> 3/16 3 Compressable Block Placement 5/16 3/,6 3 3 TYP P SYM Aar 0 M � , r126b Shop Note: 2Oga removeable spacer ' It to be placed one side of strand 1 -5 1/4 6 - 10 3/4 6 - 10 3/4 . 1 - 1/4 III "' b228 1 4 Affix Protected Zone 1/4 1'- D 1 iyp 1 — 0 1 �2 A Sticker to one / / (NO PAINT) end of Casing (NO PAINT) s126b <T1(P, 4 SIDES A C CV i r12 6b N 3 /,6V ®6 '6SECTION A L . ,,,l— v ` I co c co & • � b228 �' Q ) _ 1 0 00 1- I s126b bp0608e f / N o SECTION C .1 - Ream Hole As Needed I J 13 3 16 / 5 / 8 After Aligning Slots s126b _ _u BRACE LOCATION(S) 8 A .0 8' -4 8' -4 Grid 3 C.4 —C; 2.7 C —C.4 at el. 2nd -3rd 16' -8 BILL OF MATERIAL 2 BRACE WC126b N0. LENGTH n SUBJECT WC126b PCS. DESCRIPTION Ff. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 16 8 WC126b BRB -2 A LOCATION TIGARD. OR 2 HSS8X6X1 /4 13 9 1/2 t126b A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 2 1/4 bp0608e A36 n 2/9/2010 Approval ZONE SS BRB NO.7. 9 4 FB 3/4x 4 3/4 16 8 s126b A36 -LY A SNJ ERECTION DWG ENG. DWG S3.1 4 PL 1/4x2 0 2 7/8 b228 A36 N CHECKED DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 7 1/2 0 5 1/2 m0608dh A36 N. SGEWOOD DR 4 #4 rebar 14 3 r126b SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED S1'A I ` �� SUITE H # A 1 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN PARK CITY, UT 84098 4 PL 1/2 x 8 1/8 0 6 1/8 e0608dh A36 S E I S M I C T MATERIAL A36 & AS NOTED SHOP www.starseismic. net APPROX BRACE WT 1158 EA PAINT SHERWIN- WILLIAMS ZINC CLAD IV PHONE: 1- 435 - 940 -9222 SURFACE FAX: 1- 435 - 655 -0073 100106 DWG NO WC126b APPROX CONCR. 0.136 YRDS EA PREPARATION SSPC -6 JOB NO 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION /cP c.c. N c O CD _ 13 3/16 _ `V SYM ABOUT CL 8' -4 16' -8 • Lysc =146.5 in Total Brace Asc= 3.00 in""2 BILL OF MATERIAL 4 STRAND PLATES s126b NO. LENGTH n SUBJECT s126b PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s126b A LOCATION TIGARD, OR 4 FB 3/4x 4 3/4 16 8 s126b A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A STA1-- �� SUITE H SAGEWOOD DR #51 1 /� 2/9/2010 Approval TM PARK CITY, UT 84098 � SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 0 . DAM AND FAX: 1- 435 - 655 -0073 N � „Ec,®BY DESCRIPTION OF REVISION JOB NO looms DWG NO s126b r126c mO606d - m0606dh B lock e0606dh b126 e0606dh _ 111117 s126c w c - milk, m i k 16 / 2 1 a -- 1 — B i Iii 1/8. Ile i B b126 b126 / Shim t126c b126 Block SECTION B 5/161> _< 1 �,. 1 TYP> 3/16 11 3 3 Typ Compressable Block Placement 516 31 16 2 7YP SYM ABT —� r126c Shop Note: 20ga removeable spacer M ��1�1 to be placed one side of strand a 1'-5 1/4 ^ 7' - 0 3/4 7' - 0 3/4 ... 1 -5 1/4 ` "' ph , b126 7YP 1 0 1/2 _y4 Affix Protected Zone 1 �4 1 0 1 �2 Sticker to one y .f (NO PAINT) end of Casing (NO PAINT) s126c <TYP, 4 SIDES A C r126c 3/16 ®6 SECTION A U) r. r i I . o � � II I ` ' I , M ph I b126 rn — C4 � Q 1) -' co 1 0 co l— . s126c bp0606e + c-+ • c.' , 0 SECTION C c° ' Ream Hole As Needed I • 13 316_ 5/8 Aft er Aligning Slots s126c e „ BRACE LOCATION(S) 8 A C 8 ' - 8' -6 Grid 2.7 C —C.4 at el. 3rd —Roof 17' -0 BILL OF MATERIAL 1 BRACE WC126c NO. LENGTH n SUBJECT WC126c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 17 0 WC126c BRB -2 A LOCATION TIGARD. OR 1 HSS6X6X5 /16 14 1 1/2 t126c A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bpO606e A36 n 2/9/2010 Approval ZONE SS BRB NO.10 2 FB 3/4x 4 3/4 17 0 s126c A36 -LY A SNJ ERECTION DWG ENG. DWG S3.1 2 PL 1/4x2 0 1 13/16 b126 A36 N By DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606dh A36 6300 N. SAG EWOOD DR 2 #4 rein!' 14 7 r126c SHOP PUKE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED S1 fr., SUITE H #5 1 1 ERECT MEMBER Willi PIECE MARK TO END SHOWN ON PLACING PLAN PARK CITY, UT 84098 2 PL 1/2 x 6 1/8 0 6 1/8 e0606dh A36 S E I S M I C T M MATERIAL A36 & AS NOTED SHOP www.starseismic.net APPROX BRACE WT 1003 EA SURFACE SHERWIN - WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.094 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC126c 2' -2 3/4 3.32 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�p� `L co N M > L D o 13 3/161 ` / SYM ABOUT CL I. 8' -6 17' -0 Lysc =150.5 in Total Brace Asc= 3.00 in I BILL OF MATERIAL 2 STRAND PLATES s126c NO. LENGTH n SUBJECT s126c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s126c A LOCATION TIGARD, OR 2 FB 3/4x 4 3/4 17 0 s126c A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A 6300 N. SAGEWOOD DR � ��`� 1 FT...., H #51 1 A 2/9/2010 Approval TM PARK CITY UT 84098 SNJ SEISMIC W WW starseismic. net 1 PHONE: 1- 435 - 940 -9222 NO. c °A , By D OF REVISION FAX: 1 -435- 655 -0073 JOB NO 1oo106 DWG NO s126c r126d m0608d - m0608dh - _ I L-- Block e0608dh b226 e0608dh _ i r sled _ ■Ih' • In — 1 1 B III 1/8 1 1 TYP D B b226 b226 , . __,//:<:,,, Shim t126d b226 Block SECTION B 5 16h 1 ,..� 1 3 16 3 Compressable Block Placement 5�16I rip TMP 3i16 3 3 nP SYM ABT 1 !if in r126d Shop Note: 20ga removeable spacer I to be placed one side of strand . 1 -5 1/4 _ 7 - 11 1/4 7 - 11 1/4 1 -5 1/4 � ff ix Protected Zone � b226 rip - 01/2 1 4 A Sticker to one 1 /4 + 1:- 0 1/2, (NO PAINT) end of Casing (NO PAINT) s126d (TYP, 4 SIDES A C --\ r126d 3/1617 2 ®6 _ ---� SECTION A y pi c0 C -, - j M 11 'b226 . _I Q ) __ N , N 5 co O co C s126d bp0608e f f c.' v N O SECTION C 4.01 i 4 - co I - — Ream Hole As Needed II , 13 316 5/8 After Aligning Slots s126d r BRACE LOCATION(S) 8 A A C 9' -41/2 9' -41/2 Grid 5 B.5 —C at el. 2nd -3rd 18' -9 . _ BILL OF MATERIAL 1 BRACE WC126d NO. LENGTH n SUBJECT WC126d PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 18 9 WC126d BRB -2 A LOCATION TIGARD. OR 1 HSS8X6X5 /16 15 10 1/2 t126d A500 -Gr B /'\ CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 2 1/4 bpO608e A36 n 2/9/2010 Approval ZONE SS BRB NO.13 2 FB 3/4x 4 3/4 18 9 s126d A36 -LY A SNJ ERECTION DWG ENG. DWG S3.2 2 PL 1/4x2 0 2 13 /16 b226 A36 N0. c �,E DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 7 1/2 0 5 1/2 m0608dh A36 SHOP PEACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED STAR / P! 6300 N. SAGEWOOD DR 24 rebar 16 4 r126d ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PEALING PLAN SUITE H #5 1 1 2 PL 1/2 x 8 1/8 0 6 1/8 e0608dh A36 TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP S EISMIC www.starseismic.net APPROX BRACE WT 1365 EA PAINT SHERWIN - WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.150 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC126d • 2' -2 3/4 t 3.32 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION XI? ca M N M L ) o 13 3/161 `V r- , _ SYM ABOUT CL 9' -41/2 18' -9 Lysc =171.5 in Total Brace Asc= 3.00 in ^ 2 BILL OF MATERIAL 2 STRAND PLATES s126d NO. LENGTH n SUBJECT s126d PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s126d LOCATION TIGARD, OR 2 FB 3/4x 4 3/4 18 9 s126d A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A / \ DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A \ � i - �� N. SAGEWOOD DR SUIT SUITE H #511 \ 2/9/2010 Approval TM PARK CITY, UT 84098 A SNJ S EISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 O. � DATE AND FAX: 1- 435 - 655 -0073 N „Ec,®By DESCRIPTION OF REVISION JOB NO 100106 DWG NO s126d r1 68a m0608e m0608eh Block � ;!� s168a e0608eh b220 e0608eh - 6 . rep II ■ I - 161 p Li% � SN' i I ) B a I CI 1/8.1 TMp • i — j B b220 b220 Shim t168a b220 SECTION Block B 5/16k < 1 � > 3316 /16 I l 3 3 Compressable Block Placement 516 3 >YP STM ABr M 03 r168a Shop Note: 20ga removeable spacer to be placed one side of strand 1'-5 1/4 4' - 0 3/4 4' - 0 3/4 1'-5 1/4 pOiligk Affix Protected Zone b220 Trp — 0 1/2 �2 1 4 Sticker to one 1 /4 — 0 l �? (NO PAINT) end of Casing (NO PAINT) A S1680 M - y N 3i,6V s ®6 <T,�. 4 SIDES SECTION A .� = o `r ' . ., v, (t2 c r -, 1 00 . M ' b220 rt68a ° ' — M M s1 68a bp0608e f c , N • \,, o SECTION C t _ • R eam Hole As Needed I J � 13 316 5/8 After Aligning Slots s168a BRACE LOCATION(S) 8 A A C 5 -6 5 -6 Grid 9 C -B.7 at el. 2nd -3rd 11' - _ BILL OF MATERIAL 1 BRACE WC168a NO. LENGTH n SUBJECT WC168a MARKS PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT NF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 11 0 WC168a BRB -3 LOCATION TIGARD. OR 1 HSS8X6X1 /4 8 1 1/2 t168a A500 -Gr B A CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 2 1/4 bp0608e A36 n 2/9/2010 Approval ZONE SS BRB NO.19 2 FB 1 x 4 3/4 11 0 s168a A36 -LY A SNJ ERECTION DWG ENG. DWG S3.3 2 PL 1/4x2 0 2 5/8 b220 A36 N0. CHECKED DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 7 1/2 0 5 1/2 m0608eh A36 6300 N. SAGEWOOD DR 2 #4 rebar 8 7 r168a SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED ST �J SUITE H # 51 1 2 PL 1/2 x 8 1/8 0 6 1/8 e0608eh A36 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN TM S EISMIC PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP www.starseismic.net PAINT SHERWIN-WILLIAMS ZINC CLAD IV PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 801 EA SURFACE FAX: 1 -435- 655 -0073 APPROX CONCR. 0.078 YRDS EA PREPARATION SSPC -s JOB NO 100106 DWG NO WC168a 2' -2 3/4 I., 3.32 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ' co M 7 N CD O M I L ) o � 13 3/16] N _ SYM ABOUT CL 5' -6 11' -0 Lysc =78.5 in Total Brace Asc= 4.00 inr BILL OF MATERIAL 2 STRAND PLATES s168a NO. LENGTH /\ SUBJECT s168a PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF&R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s1 68a LOCATION TIGARD, OR 2 FB 1 x 4 3/4 11 0 s168a A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING . A / \ DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 1 A - j' � 6300 N. SAGEWOOD DR SUITE H #511 A 2/9/2010 Approval TM PARK CITY, UT 84098 A SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N . ea1E AND FAX: 1- 435 - 655 -0073 man gy DESCRIPTION OF REVISION JOB NO looms DWG NO s168a r168b m0608eh m0608eh f— Block e0608eh b 220 e0608eh _ III!► s1 f Lei■ ilk' I 1 B iii 1 i 8 r 1 TYP — B b220 b220 / Shim t168b b220 Block SECTION B 5/16 11 1 \ 3/16 3 Compressable Block Placement 5i16 / 3i'6 3 3 PIT P SYM ABT �, r168b p•i Shop Note: 20ga removeable spacer pp, to be placed one side of strand 1 -5 1 4 4' - 8 23 32 4' - 8 23 32 1'-5 1 4 • c f- 1pm, "' b220 r'p r- 0 1 /2 1 4 Affix Protected Zone 1/4 1 0 1/2 c . Sticker to one r (NO PAINT) end of Casing (NO PAINT) A s168b M -� r168b N y 3i' 6 s ®6 • 4 SIDES '171 SECTION A I ' . 0 , To. C piNii' b220 9 - F .., NM= I a I �I s168b b 0608e . . __ O SECTION C ' . ` ��_ MIIIMIIIIWIIIItMirlIllMg- - -,... co co Ream Hole As Needed - ---. 13 3 16 -- 5/8 ' ' After Aligning Slots s168b / BRACE LOCATION(S) 8 A C 6' -13132 6' -13132 Grid C 4 -5 at el. 1st -2nd 12' - 3 15 16 BILL OF MATERIAL 2 BRACE WC168b NO. LENGTH SUBJECT WC168b PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 12 315/16 WC168b BRB -3 A LOCATION TIGARD. OR 2 HSS8X6X1/4 9 5 7/16 t168b A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 2 1/4 bpO608e A36 2/9/2010 Approval ZONE SS BRB NO.1. 2 4 FB 1 x 4 3/4 12 3 15/16 s168b A36 -LY / SNJ ERECTION DWG ENG. DWG s3.1 4 PL 1/4x2 0 2 5/8 b220 A36 N 0 . m , DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 7 1/2 0 5 1/2 m0608eh A36 N. SAGEWOOD DR 4 #4 rebar 9 11 r168b SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED S � -` �� SUITE H # 1 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN PARK CITY, UT 84098 4 PL 1/2 x 8 1/8 0 6 1/8 e0608eh A36 S E I S M I TM MATERIAL A36 & AS NOTED SHOP www.starseismic.net PAINT SHERWIN- WILLIAMS ZINC CLAD IV PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 900 EA SURFACE FAX: 1 -435- 655 -0073 APPROX CONCR. 0.091 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC168b 2' -2 3/4 I. 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION �o`� to N 4 MI ) � c N 13 3/16] SYM ABOUT CL 6' — 1 31/32 12' — 3 15/16 Lysc= 94.4375 in Total Brace Asc= 4.00 in BILL OF MATERIAL 4 STRAND PLATES s168b NO. LENGTH /\ SUBJECT s168b PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s168b LOCATION TIGARD, OR 4 FB 1 x 4 3/4 12 3 15/16 s168b A36 —LY Fysc =38 -46 ksi ___. CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A \ TAR "� 6300 N. SAGEWOOD DR SUITE H #511 /\ 2/9/2010 Approval TM PARK CITY, UT 84098 / A SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N 0 . • DATE MD FAX: 1- 435 - 655 -0073 m,® By DESCRIPTION OF REVISION JOB NO 100106 DWG NO s168b r168c m0608e m0608eh ilr Block e0608eh b220 e0608eh • , Il i �lr s1,8c • �..■ :i. 16 I z mi . . — i ii l� Feu i ii i -,„rP • D 17 - B b220 b220 -/ Shim t168c b220 Block SECTION B 1 1 Compressible Block Placement 516 TMP "` TM 3/16 3 3 TYP SYM ABT [P ! 1 F r168c Shop Note: 20ga removeable spacer M � �l to be placed one side of strand . 1 -5 1/4 4 - 9 5/16 4 - 9 5/16 1 -5 1/4 . 7 pil Affix Protected Zone M b220 rrp r 0 1 /2 1 4 Sticker to one 1 / - 0 1/2 (NO PAINT) end of Casing (NO PAINT) N A s168c � ' r168c H 3i16V s ®6 y TMP. 4 SIDES SECTION A .-' r,, u) 0 tD C 00 • co • M pm, 1 , b220 .c Q N N s168c M bp0608e f / N , N , o SECTION C .° co Ream Hole As Needed II % y 13 316 5 / 8 After Aligning Slots s168c A BRACE LOCATION(S) 8 6 C ' -2 9/16 6' -2 9/16 Grid C 4 -5 at el. 2nd -3rd .— 12' — 5 1/8 BILL OF MATERIAL 2 BRACE WC168c NO. LENGTH n SUBJECT wc1 PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 12 5 1/8 WC168c BRB -3 LOCATION TIGARD. OR 2 HSS8X6X1 /4 9 6 5/8 t168c A500 -Gr B n CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 2 1/4 bp0608e A36 n 2/9/2010 Approval ZONE SS BRB NO.3. 4 4 FB 1 x 4 3/4 12 5 1/8 s168c A36 -LY A SNJ ERECTION DWG ENG. DWG S3.1 4 PL 1/4x2 0 2 5/8 b220 A36 NO, c c� r DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 7 1/2 0 5 1/2 m0608eh A36 N. SAGEWOOD DR SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED �J # 4 #4 rebar 10 0 r168c ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN SUITE H 51 1 PARK CITY, UT 84098 4 PL 1/2 x 8 1/8 0 6 1/8 e0608eh A36 A36 & AS NOTED SHOP S E I S M I C TM PARK MATERIAL PAINT SHERWIN - WIWAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 APPROX BRACE WT 907 EA SURFACE FAX: 1 -435- 655 -0073 APPROX CONCR. _ 0.092 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC168c . _ 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION Xl 4c") CO d- elX N d- up ''' L ) p cp N 13 3/161 f SYM ABOUT CL 6' -2 9/16 12' -5 1/8 • . Lysc= 95.625 in Total Brace Asc= 4.00 in "2 • BILL OF MATERIAL 4 STRAND PLATES s168c NO. LENGTH SUBJECT s 168c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s168c LOCATION TIGARD, OR 4 FB 1 x 4 3/4 12 5 1/8 s168c A36 —LY Fysc =38 -46 ksi A _ , CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A � T I \ � 6300 N. #AGEWOOD DR / \ � � �� S UITE H 5 1 1 A 2/9/2010 Approval TM PARK CITY, UT 84098 SNJ SEISMIC www.starseismic.net • PHONE: 1- 435 - 940 -9222 NO. DATE AND DESCRIPTION OF REVISION FAX: 1 -435- 655 -0073 man By JOB NO looms DWG NO s168c r168d m0612e' m0612ej Block e0612ej b412 e0612ej ,III s1 ;8d iii■ U i 16 i s ��u iii i I ) -- B i ii i lYP U — B b412 b412 -- Shim Shim . _c t168d b412 Block SECTION B 5 /16k 1 . .1 TIP) 3/16 113 3 Compressable Block Placement 516 3116 41/2 TIT SYM Aar co M •4i --� '' , r168d Shop Note: 20ga removeable spacer I�'� to be placed one side of strand 1 -5 1/4 10 - 0 1/4 10 - 0 1/4 1 -5 1/4 Aff Protected Zone "' lipm, b412 1YP 1 1/4 . - 0 1/2 (NO PAINT) end of Casing (NO PAINT) in A s168d <rIP, 4 SIDES C - 1 r168d 3 /16V 2 ®6 ' '� SECTION A • I N tD C d A sh M Folk 1 \ b412 . ,i4 - 1 s168d bp0612e + f N , N , o SECTION C col rn Ream Hole As Needed � \ , , \� 13 3 16 5/8 After Aligning Slots s168d A - / BRACE LOCATION(S) 8 C 11' - 5 1/2 11' - 5 1/2 Grid C 7 -8; C 8 -9 at el. 2nd -3rd 22' - 11 BILL OF MATERIAL 2 BRACE WC168d NO. LENGTH n SUBJECT WC168d PCS. DESCRIPTION FT. IN. MARK REMARKS A PROJECT 1VF&R COMMAND AND BUSINESS OPERATIONS CENTER 2 Brace 22 11 WC168d BRB -3 LOCATION TIGARD, OR 2 HSS12X6X1 /2 20 0 1/2 t168d A500 -Gr B A CUSTOMER HOWARD S. WRIGHT CONTRACTING 8 PL 1/4 x 18 1 6 1/4 bp0612e A36 n 2/9/2010 Approval ZONE SS BRB NO.21. 23 4 FB 1 x 4 1/2 22 11 s168d A36 -LY A SNJ ERECTION DWG ENG. DWG S3.3 4 PL 1/4x2 0 4 3/8 b412 A36 NO. DECKED r DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 4 PL 1/4 x 11 1/2 0 5 1/2 m0612ej A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED STA �* �� , 6300 N. SAGEWOOD DR 4 #4 rebar 20 6 r168d SUITE H #51 1 4 PL 1/2 x 12 1/8 0 6 1/8 e0612ej A36 ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN TM S EISMIC PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP www.starseismic.net PAINT SHERWIN- WILLIAMS ZINC CLAD N PHONE. 1- 435 - 940 -9222 APPROX BRACE WT 2655 EA SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.263 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC168d 2' -2 3/4 3.02 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�� r �� N � ,t o 13 3/161 N f SYM ABOUT CL 11' — 5 1/2 22' — 11 Lysc =221.5 in Total Brace Asc= 4.00 in BILL OF MATERIAL 4 STRAND PLATES s168d NO. LENGTH SUBJECT s168d PCS. DESCRIPTION FT. IN. MARK REMARKS A PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s1 68d LOCATION TIGARD, OR 4 FB 1 x 4 1/2 22 11 s168d A36 —LY Fysc =38 -46 ksi A _ CUSTOMER HOWARD S. WRIGHT CONTRACTING A / \ DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A * 6300 N. SAGEWOOD DR ZIP-- SUITE H #511 A\ A 2/9/2010 Approval TM PARK CITY, UT 84098 SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N DA1E AND FAX: 1- 435 - 655 -0073 By DESCRIPTION OF REVISION JOB NO 1oo106 DWG NO s168d 1 r210a mO612eh m0612eh Block ,111; s210a Ilf 4 ,, e0612eh b416 e0 �� z ,rP �9i i ii iyp III 1/8 1 b416 b416 Shim Block t210a b416 SECTION B 5/16V C ' 1 1 r \ 3/16 3 Compressable Block Placement 5 \ / 3 3 4 1/2 TYP SYM ABT 11001 r210a Sho Note: 20 a removeable spacer M ' to be placed one side of strand Shop 9 1 -9 1/4 7 - 8 1/4 7' - 8 1/4 ._ 1 -9 1/4 ., - •411 IpiliN, b416 TYP 1' -4 1/2 1 4 Affix icker Protected to one e - 4 Zone 1/4 1 1/2 St is (NO PAINT) end of Casing (NO PAINT) A s210a M ' r210a N 3i,6v 2 ®6 < T,rP, 4 SIDES II - � SECTION A Ril ti o U r Lc) � ll H . N � C 0 0 1 00 / t0 M I b416 in Q N c.l 1 _ ) - ._ \ I \ ■ s210a N , ,J O bpo612e + SECTION C Ream Hole As Needed 17 5/8 After Aligning Slots s210a ~~ BRACE LOCATION(S) 12 A 9 C ' -51/2 9' -51/2 Grid 7 C —B.5 at el. 2nd -3rd 18' - 11 . _ BILL OF MATERIAL 1 BRACE WC210a NO. LENGTH SUBJECT WC210a PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT 1VF&R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 18 11 WC210a BRB -4 A LOCATION TIGARD. OR 1 HSS12X6X3 /8 15 4 1/2 t210a A500 -Gr B /\ CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 6 1/4 bpO612e A36 " \ 2/9/2010 Approval ZONE SS BRB NO.11 2 FB 1 x 4 3/4 18 11 s210a A36 -LY SNJ ERECTION DWG ENG. DWG S3.2 2 PL 1/4x2 0 4 1/2 b416 A36 N 0 . c HEc� r DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 11 1/2 0 5 1/2 m0612eh A36 SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED � 6300 N. SAGEWOOD DR 24 rebar 15 10 r210aSTAI-- � � SUITE H #511 ERECT MEMBER WIiH PIECE MARK TO END SHOWN ON PLACING PLAN 2 PL 1/2 x 12 1/8 0 6 1/8 e0612eh A36 TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP S EISMIC PHONEarseismic.net APPROX BRACE WT 2011 EA SURFACE SHERWIN - WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.214 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC210a T 2' -6 3/4 4. 2.72 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION c:;\ 0o a) _ c o o in f SYM ABOUT CL 9' -5 1/2 18' — 11 Lysc =165.5 in Total Brace Asc= 5.00 in - 2 BILL OF MATERIAL 2 STRAND PLATES s210a NO. LENGTH n SUBJECT s210a PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s210a A LOCATION TIGARD, OR 2 FB 1 x 4 3/4 18 11 s210a A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A �� \ fijiv 6300 N. SAGEWOOD DR SUITE H #511 A\ 2/9/2010 Approval TM PARK CITY, UT 84098 SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 0 . DATE AND FAX: 1- 435 - 655 -0073 N �,KED By DESCRIPTION OF REVISION JOB NO loolos DWG NO s210a 1.1 r z 6 SHOP NOTE INCLUDE SHIMS IN THE SHIPMENTS WITH THE BRACES. BILL OF MATERIAL 106 Shims NO. LENGTH SUBJECT Shims PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 106 SHIMS 3/4 x 1 1/4" 0 6 SHIMS LOCATION TIGARD, OR CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/08/2010 CHECKED BY A6300 ST \ I \ N. # 1 OD DR � SUITIT SUITE H 51 1 A 2/09 2010 APPROVAL TM PARK CITY, UT 84098 SNJ _SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 N0. oA1E AND FAX: 1- 435 - 655 -0073 By DESCRIPTION OF REVISION JOB NO looms DWG NO Shims ///5&.0 7o - 4() : . , NO EXCEPTION TAKEN g MAKE CORRECTIONS NOTED El `". REJECTED ❑ REVISE AND RESUBMIT 0 A Checking is only for conformance with the r'RSign concept of the projcci. Architczis reanor;bility Y , for approved n t r ct. is rnr °d is Sr.oni set forth in the Countract. ConContractor r u rr.�onsible for dimensions to bs ronfrnncr; ;nd correlated at the job site; for information that pertains to the L LC fabrication procaases or to co; struction techniques and for coordination of the work of all trades. Li BY Data Zr / vI U PECK 8O,'�@L.f ' i TIM ARCM S 4412 Ve7 C *Ths °a Ara m° STAR SEISMIC Portland, Cream ems (COs) 24 -9170 TM W ILD A T BUCKLING- RESTRAINED BRACES Brace & Gusset Calculations TVF &R Command and Business Operations Center Tigard, OR Structural Engineer: KPFF Consulting Engineers (Portland, OR) General Contractor: Howard S. Wright Contracting :f2 =7: Pk City of Tigard A -il a � OCU la`s ^l� ? �,a, _ „ "7-",-- . r ;.1 •i ,4,, k �;�, r � r a T- A • •rove Pl ans r G I N c_ . at L CO �b FA' 6 r: 2 !'.' V ;‘..-t,''-: I. ' . I /. -, '� psf�� yj°� : 0E4<! -C EV- U ANT; �� ', •. I ;.. t r' C;5177';','',-;'. ''' ' II��,,' .r ! .'L.; `• B Date ❑ REJECTED `IUD • ..101 - r ❑ 6+f' 4 J.,,'f OFFICE COPY %pf? Z _ _ oy 1 re, �� '.:E,.� February 10, 2010 Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 r 'f c , Compliance with Project Specifications: N v17 Performance Criteria: Testing of the WildCatTM braces conforms to SEIS ANSI /AISC 341, Appendix T. All tests LLC performed were subassemblage tests. The tin' brace (P 92k) is qualified by the following tests per AISC 341: WC150BrI as a subassemblage test (allowable range < 152.1k) WC 150Br2 as a subassemblage test (allowable range < 152.1 k) WC250Br1 as a subassemblage test (allowable range < 229.43k) WC250Br2 as a subassemblage test (allowable range < 229.43k) Selected qualification tests for this brace are WC250 Brl & 2, allowable strain is brace is E = 2.45% > 0.95% (actual maximum brace strain in this project). The 3i.n 4in and 5in braces (P 138k, 184k, and 230k respectively) are qualified by the following tests per AISC 341: WC150Brl as a brace test (allowable range 101.43k- 304.29k, A 3.675in 2 ) WC150Br2 as a brace test (allowable range 101.43k- 304.29k, A 3.675in WC250Br1 as a subassemblage test (allowable range <229.43k, A 5.75in WC250Br2 as a subassemblage test (allowable range <229.43k, A 5.75in Selected qualification tests for this brace are WC250 Brl & 2, allowable strain is brace is E = 2.45% > 0.95% (actual maximum brace strain in this project). See Appendix A for the stiffness spreadsheet and further explanation thereof. All braces for this project fall within the allowed interpolation methods allowed by ANSI /AISC 341. Note 4 on A /S3.1 sets the maximum o) = 1.45 and 13= 1.10. For this project the maximum w = 1.29 and the 13 = 1.00, see the Stiffness Analysis in Appendix A. Table 1: Allowable Loads /Areas /Strains for WildCat Braces Lower - Upper Lower upper Allowable Boundary Boundary Boundary Boundary Inelastic Strain Load (k) Load (k) Area (in) Area (in') (at 2*Am) WC150 Br 1, 0 304 0 7.4 2.45% WC150 Br 2 0 304 0 7.4 2.45% WC250 Br 1 0 459 0 11.5 2.45% • WC250 Br 2 0 459 0 11.5 2.45% • WC780 as 2 -WC390 0 779 0 19.5 1.89% • WC500 Br 1 0 779 0 19.5 1.89% WC500 Br 2 0 779 0. 19.5 1:89% ' WC780 0 779 0 19.5 1.89% Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 a y Physical Requirements: S1"IR/ The net area of the steel core has been designed to C TM meet steel core area listed on S3.1-S3.3. Final loads P„ in the braces were not given in the LLC contract documents. Maximum horizontal casing spacing of 7" given in note 1 on A/S3.1 has been adhered to. Material Requirements: All steel used on the steel core strands will meet the project requirement of 38ksi < F,. < 46ksi found in note 2 of A /S3.1. Material will be taken from the heats where special testing has confirmed that the material average yield does fall within these bounds. Material tests will be submitted at a later time. Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 ii S T',y .:. i';� >4i . SEISMIC ; � LLC STAR SEISMIC WILDCAT TM BUCKLING- RESTRAINED BRACES Appendix A Stiffness Spreadsheet Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 • TVFR Command and Business Operations Center Stiffness Analysis F = F,, = E = R =8 0= 1= Leann (in)= 38 46 29,000 1 5.00 1 1.5 10 inside tube straight section I 1.34IUse 150 Eng Max ksi ksi kw Cd (5, R =8. 5.5, R =7) 5 75 Gap&PL Maxima 1.45 (.1 0.950% 1.29 -120 I WIIdCalr• Brace Information I Brace Capacity Analysis I WIIdCat Brace Stiffness Analysts I Wildcat Overstrength Factor Analysis I Modeling Tools c S Y_ 3 ° Y Y 1 'E 0 3 N o ..11 c E v o i v a z U w 5 c Y 3 a e _ o E Y LL o a y2 E c yg C y E c .6 3' 0a s .. q O 2 1 U E Fe b £ a E E p EE m o . 33. e q rg- m LL k O Q 4 a` 7 n ..f it. Y X m 0. �i a O J 3 K 3 IC k m R, U� CC < 'a i 0 1 C 4 -5 151 -2nd BRB -3 WC 168b 15 2 4 4 152 184 2 1.00 4.75 212.2 125.9 94 4 15 75 1,228 17,482 1,077 547 1.97 91.2 0 08 0.42 0 85 0 12 7 0.90% 1 27 1.34 -1 17 -1.34 1 00 547 1 97 1 1.98 1 1 00 7 92 57.420 2 C 4 -5 1st-2nd BRB -3 WC 188b 152 4 4 152 184 2 1.00 4.75 212.2 125 9 94 4 15.75 1.228 17.492 1,077 547 1.97 91.2 0 08 0 42 0 85 0 12 7 0.90% 1 27 1.34 -1 17 -1.34 1 00 547 1 97 1 1.98 1 00 7 92 57.420 3 C 4 -5 2nd -3rd BRB -3 WC168c 152 4 4 152 184 2 1.00 4.75 225.3 127 1 95 6 15 75 1.213 17.492 1,065 515 2.07 91.2 0.09 0 43 0 86 0.13 7 0 90% 1 27 1.34 -1 17 -1.34 1 00 515 2 07 I 1,98 i 104 7 92 57.420 4 C 4 -5 2nd -3rd BRB -3 WC 168c 152 4 4 152 184 2 1 00 4.75 225.3 127 1 95 8 15.75 1,213 17,492 1,085 515 2.07 91.2 009 0 43 0 88 0 13 7 0.90% 1 27 1.34 -1.17 -1.34 1 00 515 2 07 , 1.94 ; 104 7 92 57420 5 C 4 -5 3rd -Root BRB -1 WC84b 76 2 2 76 92 1 1.00 4.75 227.3 130 8 99 3 15 75 584 6748 515 255 2.02 45 6 0 09 0 44 0 89 0 13 7 0.89% 1 27 1.34 -1.17 -1.34 1 00 255 2 02 I 1.98 1 1 02 396 57,420 6 C 4 -5 3rd -Roof BRB -1 WC84b 76 2 2 76 92 1 1.00 4.75 227.3 130 8 99 3 15 75 584 8,748 515 255 2 02 45 6 0 09 0 44 0 89 0 13 7 0 89% 1 27 1.34 -1 17 -1.34 1 00 255 2 02 1,99 1 02 396 57,420 7 3 C 4 -C 2nd -3rd BRB -2 WC 126b 114 3 3 114 138 2 0.75 4.75 250.6 178 0 148 5 15 75 594 13.119 545 347 1.57 88 4 0 13 0 63 1 26 0 19 7 0.86% 1 26 1.34 -1 10 -1.34 1 00 347 1 57 _ LL� 611 0 95 4 95 47,850 8 3 C 4-C 3rd -Roof BRB-1 WC84d 76 2 2 76 92 1 1.00 4.75 253.9 182 0 150 5 15 75 385 8,748 354 228 1 55 45.6 0 13 0 64 1 29 0 20 7 0 88% 1 26 1.34 -1 16 -1.34 1 00 228 1 55 1.48 1 05 2 98 42.920 9 2 7 C -C 4 2nd -3rd BRB -2 WC126b 114 3 3 114 138 2 0 75 4.75 250.6 178 0 146.5 15 75 594 13,119 545 347 1.57 88 4 0 13 0 63 1 26 0 19 7 0 86% 1 28 1.34 -1 16 -1.34 1 00 347 1 57;`89A 0 95 4 95 47,850 . 10 2 7 C -C 4 3rd -Roof BRB-2 WC 126c 114 3 3 114 138 2 0.75 4.75 254.0 182 0 150 5 15.75 578 13.119 531 343 1 55 68 4 0.13 064 1 29 0 20 7 0.88% 1 26 1.34 -1 16 -1.34 1 00 343 1 55 1.48 1 05 4.44 42.920 11 7 C -B 5 2nd -3rd BRB-4 WC210a 190 5 5 190 230 2 1,00 4.75 271.7 197 0 165 5 15 75 878 17.492 798 534 1.49 114 0 0 14 0.72 1 43 0 22 7 0.86% 1 27 1.34 -1 16 -1.34 1.00 534 1 49 1.49 1 02 7 30 42.340 12 7 C -B 5 3rd -Roof BRB -1 WC84e 78 2 2 76 92 1 1.00 4.75 276.4 202 0 170.5 15 75 340 8,746 318 210 1.50 45 B 0 14 0.72 1 44 0.22 6 0 85% 1 28 1.34 -1 15 -1.34 1 00 210 1.50 1.48 1 02 2 96 42,920 13 5 B 5-C 2nd -3rd BRB -2 WC 126d 114 3 3 114 138 2 0.75 4 75 278 4 203 0 171.5 15 75 507 13.119 471 313 1.51 68.4 0 15 0 73 1 45 0.22 6 0 85% 1 28 1.34 -1 15 -1.34 1 00 313 1 51 1.48 1 02 4 44 42.920 14 5 B 5-C 3rd -Roof BRB -1 WC84I 76 2 2 76 92 1 1.00 4 75 279.2 206 0 174,5 15 75 332 8,748 309 208 1.49 45 8 0 15 0.74 1 48 0 23 6 0.85% 1 26 1.34 -1 15 -1.34 1.00 208 1 49 1.48 1 00 2 96 42.920 15 97C -B7 204-3rd BRB -2 WC126a 114 3 3 114 138 2 0.75 475 165.1 650 435 10.75 2,000 19,221 1,855 527 3.14 684 004 021 0.41 0.06 7 095% 1.29 1.34 -120 -1.34 100 527 314 I 3A' 100 945 91.350 16 9 7 C -B 7 2nd -3r4 BRB -2 WC126a 114 3 3 114 138 2 0,75 4 75 165.1 85 0 43 5 10.75 2,000 19,221 1,855 527 3 14 68 4 0 04 0.21 0 41 0 06 7 0 95% 1 29 1.34 -1 20 =1.34 1 00 527 3 14 i 3,15 ' 1 00 9 45 91 350 17 9 7 C -B 7 3rd -Roof BRB -1 WC84a 76 2 2 78 92 1 1.00 4.75 178.1 112 0 80 5 15 75 720 8,746 619 326 1 90 45.8 0 07 0 37 0 74 0.11 7 0 92% 1 28 1.34 -1 18 -1.34 1 00 326 1 90 1.98 • 0.96 3 96 57.420 - r 18 9 7 C-B 7 3rd -Roof BRB W -1 C840 76 2 2 76 92 1 1.00 4.75 178.1 112 0 80 5 15.75 720 8,748 619 326 1.90 45 6 0 07 0.37 0.74 0.11 7 0 92% 1 28 1.34 -1 18 -1.34 1 00 326 1 90 I 1.98 1 096 396 57420 _ . 19 9 C-B 7 2nd -3rd BRB-3 WC168a 152 4 4 152 184 2 1.00 4.75 197.4 1100 78.5 1575 1,478 17.492 1,264 588 215 91.2 007 036 0.72 010 7 092% 128 1.34 -118 -1.34 100 588 215 2.15 1.00 860 62.350 20 9 C -B 7 3rd -Roof BRB -1 WC84c 76 2 2 76 92 1 1.00 4.75 202 8 144 0 112 5 15 75 518 8,748 481 286 1 61 45 6 0.10 0.49 0 99 0 15 7 0 88% 1 27 1.34 -1 17 -1.34 1 00 286 1 61 .',., 0 98 3 30 47.850 21 C 7-8 2nd -3rd BRB-3 WC168d 152 4 4 152 184 2 1.00 4.50 336.4 2530 221.5 1575 524 16,571 493 345 143 912 019 093 185 0.29 8 0.84% 128 1.34 -115 -1.34 100 345 143 1.48 097 592 42.920 22 C 7 -8 3rd -Roof BRB -1 WC849 76 2 2 76 92 1 1.00 4.75 347.0 288 0 234.5 15 75 247 8,748 234 187 1.40 45 8 0 19 0.97 1 95 0 31 6 0.83% 1 26 1.34 -1 14 -1.34 1 00 167 1 40 1.49 1 00 2 80 40.600 23 C 8-9 2nd -3rd BRB -3 WC168d 152 4 4 152 184 2 1.00 4.50 336.2 2530 221.5 15.75 524 16,571 493 345 1.43 912 019 0.93 1.85 029 6 0.84% 126 1.34 -115 -1.34 100 345 143 1.48 096 592 42.920 24 C 8-9 3rd -Root BRB -1 WC84g 76 2 2 76 92 1 1.00 4.75 347.0 266 0 234 5 15 75 247 8,746 234 167 1 40 45 8 0.19 0 97 1 95 0 31 6 0.83% 1 28 1.34 -1 14 -1.34 1.00 187 1 40 1.40 1 00 2 80 40600 2/9/2010 100106 Tualatin WildCat Beam Column Mid MASTER :t . j l 4)r� S SEISMICT,y, LLC STAR SEISMIC WILDCAT T M BUCKLING - RESTRAINED BRACES Appendix B Gusset Schedule, Brace Elevations, and Brace & Gusset Calculation Sheets Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 r It . • K QMI AN • - -- K KAN , . T - ._ SUCKLDIG • 3Q ELEV. I K Ca. SQ ELEV. - - - -- K - W ISVCIE N1® - - l i BMX TI 1 TUOMLDfi fQSTnwtQD , \, " • : , :�I MB INCE II MC .►II - e,.� MIME TUX I © _ i e ll i ii MUM PLATE 9 TRAND PLATE r. 9 4 O TYP. BRACE TO COLUMN FLANGE CONNECTION TYP. BRACE TO COLUMN FLANGE CONECT®M • IC vm . OIDN- MOMENT CONNECTED BEAN) . - OIOIENT CONNECTED BEAM) O SINGLE TUBE / NON- MOMENT BEAM O SINGLE TUBE / MOMENT BEAM O TYP. BRACE TO COLUMN CONN. — — — In' Nit WILDCAT CONNECTI ❑N SCHEDULE I (Al') - MOW IM VELD _ . ND van Star Seismic Location Brace to Gusset Weld Gusset PI Beam Weld Column Weld 6 , Brace No. Pcmk Grid Elev. U or L No. Welds WI L1(In) Thkns (in; W2 L2(In) W3 L3(n) �� 7 WC126b 3 C.4 -C 2nd -3rd U 4 5 10 1 1/8 5/16 20 5/16 12 8 WC84d 3 C.4 -C 3rd -Root U 4 5/16 10 1 1/8 5/16 19 5/16 12 WEIMICIMI � 9 WC126b 2.7 C -C.4 2nd -3rd U 4 5/16 10 1 1/8 5 /116 20 5116 12 ��s FI d E: a y�� 10 WC126c 2.7 C -C.4 3rd -Roof U 11 WC210a 7 C -B.5 2nd -3rd L 4 4 5/16 10 1 1/8 5/16 19 5/16 11 _ 5/16 14 3/4 5/16 23 5 /16 28 �� {I--y1 11 WC21Oa 7 C -B.5 2nd -3rd U 4 5/16 14 3/4 5/16 26 5/16 15 7 / 4� 12 WC84e 7 C-B.5 3rd -Roof U 4 5/16 10 1 1/8 5/16 22 5/16 12 13 WC1264 5 B.5-C 2nd -3rd U 4 5/16 10 1 1/8 5/16 23 5/16 12 -• 14 WC84f 5 B.5-C 3rd -Roof U 4 5/16 10 1 1/8 5/16 22 5/16 12 v4 .L4 RR 4.7, Arm �4ID STRAHM 17 WC84a 9.7 C -B.7 3rd -Root U 4 5/16 10 1 1/8 5/16 17 5/16 24 ' � �T m �rAOMAI� n TTP 5/16 10 1 1/8 5/16 17 5/16 24 � nr 18 WC84a 9.7 C-B.7 3rd -Roof U 4 MIMING TRANzo Ent ERECTER MIT TL A BOLTS IT mrom 19 WC168a, 9 C -B.7 2nd -3rd U 4 3/8 10 1 1/8 5/16 15 _5/1614 , IR BRACES 20 WC84c 9 C -B.7 3rd -Roof U 4 5/16 10 1 1/8 5/16 14 5/16 12 21 WC168d C 7 -8 2nd -3rd U 4 3/8 10 1 1/8 5/16 37 5/16 16 O TYP. CHEVRON BRACE CONN. 22 WC84g C 7 -8 3rd -Roof U 4 5/16 10 1 1/8 5/16 28 5/16 14 (SINGLE TUBE) NT! 23 WC168d C 8 -9 2nd -3rd U 4 3/8 10 1 1/8 5/16 37 5/16 16 24 WC84g C 8 -9 3rd -Roof U 4 5/16 10 1 1/8 5/16 28 5116 14 A 1OTL N O BRB _ CON _ NECTION SCHEDULE I ALL ROWAN C9E[LT0/1S NM (MM. nu QTALL IF FM M OaRTm1 ID r _ - _ _. (WELDED CONNECTIONS) n, ISM L ALL GUSSET RLAR, ARC TO BE A,r2-0M50. TACXWELD (1/2' LUG) I . — =DM - -- - � 2 PLC'S B EA. SIDE I WELDED. BOLTED. SCEVED O( SNIT -IN \ I ELE.E BENTS F 1®1- STRUCTURAL �• SNDI PL. (PLACED FR OPP. SIDE) VU D (I /2' LUG) ACK SEE ELEV• VF BEAN VP. I LCIEMTS ARE PIIDO BITED YITIOI f1E SHADED REG= DEFOED DI THIS NTICE. VOL UM GUSSET PLATE Rt OM I PLC'S B EA. SIDE TT IS A Vi�M Q TIE CONTRACT AND VF COL QnECT®(DS CODE TD MAIE SIKH lap\i, + jA.: E'r�'� ANY OTHER CPNNECTD/IS TO THE BRACE ' _ _ _ 'I COLLAR \\ I AND ARE D T BE 1T THE ENGINEER ASSASSEMBLY / - TH E_BRB NMI NAN UFACTIR(ON.. I (2) SHIN PLATES GUSSET PLATE RO [ SHIM PL. (PLACED FI THIS SIDE) ELEVATION VIEW TOP VIEW (SINGLE TUBE) B RESTRAINED /.*a . . SINGLE TUBE . I. EISMIC°''°" O _ TYPICAL SHIM INSERTION TYP. PROTECTED ZONE DETAIL � � 0 - .--- .. - -_.- _ ___ NTS wo�6T mw.em uO rn mom 3ma ..Ten • • 0 21' -U • 12-5W I 12' -9!S' . �- �. ~ �� a. LEVEL COW INC EL 12'-0' .. • . , • . F r ..., .1 F IELD TR ‘ 14 G USSET e II` / \�, • ro IR D 'll . P ILL - RR E 3 II , ._ t & II _ R 3RD ELLER -1 I I IW��.;I M�� 4 g I I QIV21w69 , . g 9ar J II i a� 4 _ 4t I ® � III ! . ' _ f it∎ -� /� I,v. �II _ oi 3m FLIIR I I —, _ �V iii ' I I ■Er��i►� - ∎■■ COV24•68 ' VIII Pr C ., I? 4.,4; ° 0, II , " ,,.. ` . � . li �. 1 1.i , !- .11 1ST FLOOR 1 MN ■ ■ INEWI EL P-0' 25'-O%' .. .. Q — SUBJECT DtlEE1 IPMF O PE Li 4 a A PROJECT LINE C I `T`TR �L D ' DRSINET `."IE ® - DSO 17 WHIM NSrDER . REF. cr S3.L Ma RETAILER NOTE, Aram iV® MI MI RIFT SERE .IS • ALL 'PLATE to PLATE/ DDO604 MST Q p RA I' I urz T 7E HELD IF RISSOLE E PIEASE NT '�� R 0 Dm HMG 6.1ED H SAGE • D9 STAR SUP= DE 6 ® Q EDIATELT KIT FIE 0/ _ RELPOR D LOLL / RR HEM/ OLf S T A R �� TTE .III S E I S MI C'° :::7-e=2.• D.D" I-0,90-422 NO ;�„ DESCRIPTION OF REVISION I-0,90-422 .08 tQ ImD6 PG. 121 L� r, • 0 0 O C.4 .. 15' -6' I 5 ' - - <E)VIBx39 ROB LEVEL a<) �` TO.STL r- /�■_ -I . 2' -0 /4' I- � — � _ - EL. 42' -I r et . (.,%, .. 55 i 3- 44. 4 ,1 \ c k,‘":?,., O . > o tit 9 _1o:/ � gV 9 •' ; ,•1 v r, 4, 0 o a voi .. A 3RD FLOOR NW, 3RD FLOOR � ;`' r EL. 2B' -0' \'% EL 28' -0' <E)VIBx35 (E)VI13439 441111 . • ditt. ,._ . }may~ �� A � �` �4j, (`��f y � N . ' W aY 126 O - I N d C N d . ' J` _ l as �'s� P 1 I PA*. „ / . fo LL \Nri / , 0 / , >, TDC. ® a 2ND FLOOR th g 2101 FLOUR E I4' - 0 ' • EL 11' -0' ∎ ∎•,iii_ ∎��∎/∎∎ NI MIIMIM11111/21•1%.■ LE /VIEWS (E >VlBx39 NV”! x �' 1^I f IY T n H A N F. -e- -e- -e- $ LINE 3 LINE 2.7 A — SUBJECT own 1TME 0R31 an PROJECT MR [amid 6 Mims Oanpae [inter REF. B / S3.1 REF. A / 53.1 ® 0 DUO RR IFi10YAL 'N AT Tad M1� STEEL OETAn ER MOTE. STEEL OEfAILER RITE. _ T A . BE R POSSIBLE PLEASE T NOTR BE HELD R POSSIBLE PLEASE NOTIFY 9/I/m REVI® PER FEU MKT WWI RR STAR SEISMIC DE0DIATELT IT POT POSSIBLE STAR SEISMIC INNmIATELY IF NOT POSSIBLE WWI Br�rc u e v 6300 ® A =RIM OESIDIQ. MOW ROD 01.T rr 6300 N SAOEVODD OR Q ENS RELROILV ®E / RR RLVOV OILT S T A R r/ SUIT[ H .7u SEISMIC Na �n DESCRIPTION OF REVISION .OB O1i b P4 !01 S� C -6 , B.5 0 0 113 CDVIBx33 / /�` I rnsn. (E}' 18.39 E 1 - -- - EL 4I' - 1/I . ' - - I EL 11' -4 3/1' - / / -_ , ; VI �� • k �t� g j L � � " i iigi 9 1 2 � �1 .{ Y� 14 S I �+ 1 I/ e •• I 14 3RD FU3OR II. , II,, la 3RD F LM �. l' - EL. 213' -0' ,� - .� • (F�V113x3S I' v a )VIBx35 I / . ti 6 . 'I % q ' i ds � \ b ' ' 13 ( %S b4 N d R L N O . N .N. I R N ~ 1 ` r r ,..,, „, ik.,, Ilk ... . 2ND FLOOR � Y a 2)m FLOOR .w; -� iawy EL. IA' -D' EL 1 -O' • rw ��i� (EIV113x3s il d , N Y ^ If O CI —e— -171- LINE 7 LINE 5 0 SUBJECT IME IV.E ,L9 PROJECT 1331B.EMBLUREhruDacistrkfaxtr- REF. E / S3.2 REF. D / S3.2 ® "Am ISSII rot Tom. LDCATON Ikw11. Do., STEEL DETMLER NOTE. STEEL [(TAMER KITE, LUSTIBER N.I. 'PLATE to MATE' DDENSMNS MUST ALL 'PLATE to KATE DRQRSTTPS MUST SCALE in MELD IT POSSIBLE PLEASE NOTWT BE HMO IF POSSIBLE. PLEASE TCTWT Q AWL LEM) FIN MI IMP WA T BATE x'Na STAR SEISMIC IIDEDIATRT IF ITT POSSIBLE STOP SEISMC IMMEDIATELY IF NOT POSSIBLE If 11 nT1V 1 L BISI=O RAM IT PIT P4 CAID 1S 550 A RELIMIT ®E , (m BMW OLT ST AR ZY s1nTT " 11311 SE ISMIC "r"`x `TTY=, NQ o> "v DESCRIPTION OF REVISION �nwo11a .AB II IDD76 P4 S�1 ' CO B.7 0 .' 9 ' - 4' 9 -4 SYN ABT. UNLESS NOTED CE) EN • TaSTL `ff �V TD.STL • �in �1k Ki� N ' X ti. P g 1 / ♦ 8 N O \ /... ,. lig T j O 11�� ,,,,\,, li zo .. i T om' . ',V, (0,40 - VI 3RD FLOOR TOC. ,E)...., .� III, Y LS 3RD FLOet • ' � / r _� ■ EL 2B' -0' .....-...,21.1 3R 2B' -D' ,j -A�- , Vii � 16 qt al 40,4' / �'' rr - i..., , A t i - ,;.,-, a 1 A ..0. , ' END FOR .,_. A LO _ 2ND 4 FLOUR EL 11' -0' 'snwa... EL. fA' -0' -0' y r 4 Oro' 9' - 3 /4' PER FIELD SURVEY $ - 8 - $ II LINE 9.7 LINE 9 ,L — SUBJECT lTROi OW„tn PROJECT IYRR Covord t BuAen Montlm fmhr REF. H / S3.3 REF. G / S3.3 Q UP/MO ®D nit MN& LOCATION Tkrd. D+m, STEEL RETAILER MITE STEEL RETAILER NOTE. SCAL R NO N.J. 'PLATE to PLATE' DIMENSICNS MUST ALL 'PLATE to PLATE' OMENS NS MUST D FE� nu RIMY �E n, • MR :5 MELD IF LA S ST M STAR BE IC IMMEDIATELY IF NOT NOTIFY POSSIBL STAR SEISMIC IIIDEDIATELY KIT POSSIBLE =TIM KT= 11/033 OI DOT AA r 6300 N SAGEVOOD OR Q minim 1 ISRE , nO1 KIM Ott STAR / ROTC N A511 S EISMIC " - NO. ;gin DESCRIPTION OF REVISION . AB NO 114 0 24 I1 l% 1% ' O O 24•_U% DIN'S ARE ' STM ABS. BRB 472 L 24 . OUVIB440 (D1418440 TJLSTL EL 41' -9 -.44, .miw v - '-• Pr ' . .. r : 1 1 AS (fJV2468 v, r FL�2 ..110 4111111. WA elkirk . (E)V24N69 ; a _ S S ~`� ' ` . .' ` ` „p W .. w ..,..„<,, n z> ii 1 ,, :.,.„. os ro . 6 Zo ,,, . O ,:- - „,,,,, T a �/1' 2ND FLOOR .1 �' l ,f. .,,.,a ° '4 w :, ,r, A,T. LL 1 4-0 01/ 001 11‘ 4% o�T 25,_0 2s' -044' 11111 . LINE C 0 -- SUBJECT NATI 841E 4TR C I In 1) PROJECT DTILCsmaLL1421244.0acOkaLkokL REF F / S3 3 ® T ®.. �o9i11 RR '4. LOCATIQ( 14.L O.on STEEL DETA02R NOTE' CUSIEIER ALL 'PLATE to PLATE' OWNS= NAT SEALE nS BE HELD V POSSIBLE. PLEASE MUTT Q ® � �Y Q I T T VA 41! _GR_ ./�!'� IMMEDIATELY SEISMIC DIATELY IT NOT POSSIBLE e ngin DESTIMI RAID P NES 44 G.F.f " 4 S A1.EV000 OR A NEUOYIN ®E r D 1[vir 01.1 ST AR /� sun .,u • _SEISMIC ' •° CI T Y. Ill ' °'° NO. o ®� DESCRIPTION OF REVISION AB Ia 1 � T PG NO I5 Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S • C TTM Grid: C 4 -5 Elev: 1st -2nd LLC Column: HSS7x7x1 /2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC168b Eng. Mark: BRB -3 Brace Angle: 46.1 Brace # /end: l i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 3/8" Length (LI) 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 22 1/4" Offset I 1/2" Column Weld Size (W3) 5/16" Length (L3) 21 1/2" Offset 0" Spec Load (P 136 8 k Max Core Area: 4 in' F, ,,: 46 ksi Pm: 1 34 Max Brace Capacity: 184 k (A•F Design Capacity: 271 k (I 1 *Max Brace Capacity(im) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0 75F 293 k > 271 k TRUE at F = 59 ksi • Area Design Check. 42 I% < 62% A TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13.5" L „, 22 88” F 42 9 ksi • Buckling Capacity 588 k > 271 k TRUE Gusset Edge Loading ec 3 88" K -3 88 r 18 48 '13' 10 75" K' 27 H., 56 9 k H 131 1 k eb• 0" D 2.3 V 195 5 k Vbe,m 0 k 'a'• 12 625" a• 8 94" P, 203 6 k P 131 1 k 4) 0 77 rad 3 13 32" M 146 3 kip-in M 0 kip-in Column Weld • a = 0 12, (if a <0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 76 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 1950 k > 56 9 k Web Stiffeners Not Needed • Column Web Crippling 929 3 k > 56.9 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a (if a < 0 I Concentric, if a > 0 I Eccentric) Concentric Loading Used. Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16 "> 5/16" TRUE • Tension Yielding of Beam Web 1950 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 147 9375" • Number of HSS 1 HSS Size. HSS8X6X1 /4, 36.4 in • Capacity (Euler's Equation) 405 k > 246 k (Max Brace Capacity•Rtu) TRUE 2/8/2010 Page: 1 i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center Existing Gusset Plate m Grid: C 4 -5 Elev: Ist -2nd LLC Column: HSS7x7xI/2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w0x0 Brace Piecemark: WCI68b Eng. Mark: BRB -3 Brace Angle: 46 1 Brace # /end: 2i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI ) 3/8" Length (L I) 10" Number of Welds 4 I Beam Weld Size (W2): 5/16" Length (L2) 22 1/4" Offset: I 1/2" Column Weld Size(W3) 5/16" Length(L3) 21 I/2" Offsct•0" Spec Load (l',): 136 8 k Max Core Area: 4 in F,.,,, 46 ksi Pia: 134 Max Brace Capacity: 184 k Design Capacity: 271 k (I I'Max Brace Capacity(iu)) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRIM: • Brace Net Section Yield Slot Capacity (0 75F „A„) 293 k > 271 k TRUE at F.= 59 ksi • Area Design Check 42 I% < 62% A TR t l E Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section. Width 13 5” L. 22 88" F„ 42 9 ksi • Buckling Capacity 588 k > 271 k TRUE Gusset Edge Loading ec 3 88" K -3 88 r 18.48 '0' 10 75" h' 27 H,„,. 56 9 k 131 I k eb 0" D 2 3 V,,,, 195 5 k V O k 'a' 1 625" a• 8 94" P,„,. 203 6 k P 131 I k $ 0 77 rad (3 13 32" M,,, 146 3 kip -in Mme,,, 0 kip-in Column Weld • a = 0 12. (if a < 0 1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 76 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 1950 k > 56 9 k Weh Stiffeners Not Needed • Column Web Crippling 929 3 k > 56 9 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16" TRUE Ream Weld • a 0, (if a < 0 I Concentric, if a > 0 1 Eccentric) Concentnc Loading Used, Eqn 12 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web 1950 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Casing Check • Buckling Length 147 9375" • Number of HSS I, HSS Size HSS8X6X 1/4,1„„ 36 4 in' • Capacity (Euler's Equation) 405 k > 246 k (Max Brace Capacity'(3r)) TRUE 2/8/2010 Page: 2i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I I C'' Grid: C 4 -5 Elev: 2nd -3rd L-LC Column: HSS7x7x1/2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC168c Eng. Mark: BRB -3 Brace Angle: 482 Brace # /end: 3i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (W1) 3/8" Length (LI) 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 30 1/2" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 21" Offset:0" Spec Load (P,): 136 8 k Max Core Area: 4 in' F, - 46 ksi gym: 1 34 Max Brace Capacity: 184 k (A•F, Design Capacity: 271 k (1.1 •Max Brace Capacity*(3ro) Brace Checks • Brace to Gusset Weld Capacity. 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 293 k > 271 k TRUE at F„ = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13.5" L ,, 21.67" F„ 43 6 ksi • Buckling Capacity 597 k > 271 k TRUE Gusset Edge Loading ec 3 88" K 6 84 r 30 36 13'. 10.5" K'. 41.7 H,,, 34 6 k H 146 k eb 12" D 3 34 V,, 95.1 k V 107 22 k 'a' 1675" a 1634" P 1012k P 181 1 k m 0.73 rad 13 10 64" M,,, 5 kip-in M -43 74 kip -in Column Weld • a = 0 007; (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 710.7 k > 34 6 k Web Stiffeners Not Needed • Column Web Crippling 909.1 k > 34.6 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Beam Weld • a =0 013, (If a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 710 7 k > 107 22 k Web Stiffeners Not Needed • Beam Web Crippling 289 4 k > 107.22 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE Casing Check • Buckling Length 149 125" • Number of HSS. I. HSS Size HSS8X6X1 /4. I, 36 4 in' • Capacity (Euler's Equation) 398 k > 246 k (Max Brace Capacity(iru) "1 RUE 2/8/2010 Page: 3i • Appendix B — Corner Gusset Connection Design TVT&R Command & Business Operations Center STAR Existing Gusset Plate SEISMIC' Grid: C 4 -5 Elev: 2nd -3rd LLC Column: liSS7x7x l/2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC I 68c Eng. Mark: BRB -3 Brace Angle: 48 2 Brace # /end: 4i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace- Gusset Weld Size (WI )• 3/8" Length (LI) 10" Number of Welds: 4 Beane Weld Size (W2)• 5/16" Length (L2): 30 1/2" Offset: I 1/2" I Column Weld Size(W3) 5/16" Length(L3) 21 I/2" C)ffset•0" Spec Load (P„): 136 8 k Max Core Area: 4 in' F,.,,,,: 46 ksi Om: 134 Max Brace Capacity: 184 k (A•F,..„,,,,) Design Capacity: 271 k (1 I •Max Brace Capacity *I o) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k '1'R111; • Brace Net Section Yield Slot Capacity (0.75F „A,) 293 k > 271 k TRUE at F„ = 59 ksi • Area Design Check 42 I% < 62% A TRI(F Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5” L,,, 21 67" F,, 43 6 ksi • Buckling Capacity 597 k > 271 k TRUE Gusset Edge Loading ec 3 88" K 6.84 r 30 61 '(3' 10 75" K' 41 I H,„ 34 3 k H, 146 3 k eb 12" D 3.22 V,,,• 96 k V,.,„, 106.31 k 'a' 16 75" a 16 51" P,,, 102 k P 180 9 k 4) 0.73 rad 13 10 84" M„ 3 kip-in M,, . -25 01 kip -in Column Weld • a = 0 004; Of a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn 12 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" "(RUE • Tension Yielding of Column Web 710 7 k > 34 3 k Web Stiffeners Not Needed • Column Web Crippling 929 3 k > 34 3 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE Beam Weld • a = 0.008, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 710.7 k > 106.31 k Web Stiffeners Not Needed • Beam Web Crippling 289 4 k > 106 31 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 149 125" • Number of HSS I, HSS Size HSS8X6X1 /4; 1„„„ 36.4 in' • Capacity (Euler's Equation) 398 k > 246 k (Max Brace Capacity(im) TRUE 2/8/20:10 Page: 4i i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR417f Existing Gusset Plate S E I S I C rM Grid: C 4 -5 Elev: 3rd -Roof 1L-L.0 Column: HSS7x7x1 /2 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC84b Eng. Mark: BRB -1 Brace Angle: 48 7 Brace # /end: 51 i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 5/16" Length (L1) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 31 1/2" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 23 1/2" Offset 0" Spec Load (P,): 68 4 k Max Core Area: 2 in' F�: 46 ksi gym: 1.34 Max Brace Capacity: 92 k (A *F,,,,,) Design Capacity: 136 k (1.1 *Max Brace Capacity•(itu) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F, = 59 ksi • Area Design Check. 42 1% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12.5" L,,., 23 82" F., 42 3 ksi • Buckling Capacity 538 k > 136 k TRUE Gusset Edge Loading ec. 3 5" K 6 89 r 31 41 'p' 11.75" K' 40 5 H 15 1 k H,,.,,, 74.3 k eb 11 85" D 2 92 V„ 50.8 k V 51 16 k 'a' 17.25" a. 17.21" P„ 53 k P 90 2 k m 0 72 rad p 11 76" M 0 2 kip -in M -1 82 kip-in Column Weld • a = 0 001, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 731 4 k > 15.1 k Web Stiffeners Not Needed • Column Web Crippling 1111 4 k > 15 1 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a =0 001, (if a < 0.1 Concentric, if a > 0 I Eccentric) Concentric Loading Used, Eqn 12 -5 • Weld Size Required 5/16" —< 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 731.4 k > 51.16 k Web Stiffeners Not Needed • Beam Web Crippling. 299.7 k > 51 16 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 152 8125" • Number of HSS 1, HSS Size HSS6X6X 1/4,1,,,, 28 6 in • Capacity (Euler's Equation) 298 k > 124 k (Max Brace Capacity *pro) TRUE 2/8/2010 Page: 5i • • Appendix B — Corner Gusset Connection Design TVF&R Command & Business Operations Center STAR w '' Existing Gusset Plate S E I S I C iM Grid: C 4 -5 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w24x68 Brace Piecentark: WC84b Eng. Mark: BRB -1 Brace Angle: 48.7 Brace # /end: 6i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Bruce- Gusset Weld Size (W1)• 5/16" Length (LI ). 10" Number of Welds: 4 Beam Weld Size (W2)• 5/16" Length(L2) 31 3/4" Offset I 1/2" I Column Weld Size (W3)' 5/16" Length (L3). 23 1/2" Offset 0" Spec Load (P 68 4 k Max Core Area: 2 in' F,.,,,,: 46 ksi flm: 134 Max Brace Capacity: 92 k (A•F,, ,,) Design Capacity: 136 k (I I •Max Brace Capacit••)io)) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F „A„) 147 k > 136 k TRUE at F„ = 59 ksi • Area Design Check 42 1% < 62% A TRI IL Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5” L. 23 82" F,, 42 3 ksi • Buckling Capacity 538 k > 136 k TRUE Gusset Edge Loading ec 3 5" K 6 89 r. 31 46 '(i' 1 175" K' 40 9 H 15 1 k H 74 3 k eb 11 85" D 2 96 V,,, 50 9 k V 51 08 k 'a' 17 375" a 17.25" P,„ 53 1 k P 90.2 k 4) 0 72 rad (i 1 I 8" M,,, 0 8 kip -in M -6 55 kip-in Column Weld • a = 0 002, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn 12 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size' 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 736.6 k > 15 I k Web Stiffeners Not Needed • Column Web Crippling I l l 14 k > 15 1 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Beam Weld • a =0 004; (if a < 0 I Concentric, if a > 0 I Eccentric) Concentric Loading Used Eqn 12 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size• 12.3/16" > 5/16" TRUE • Tension Yielding of Beam Web 736.6 k > 51 08 k Web Stiffeners Not Needed • Beam Web Crippling 301 6 k > 51 08 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Casing Check • Buckling Length 152 8125" • Number of HSS 1, HSS Size HSS6X6X 1/4,1,„„ 28.6 in' • Capacity (Euler's Equation) 298 k > 124 k (Max Brace Capacity "(aril) TRUE 2/8/2010 Page: 6i • •1 Appendix B — Corner Gusset Connection Design • TVF &R Command & Business Operations Center STARe:}7 Existing Gusset Plate S E I S• I C TM Grid: 3 C.4 -C Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC126b Eng. Mark: BRB -2 Brace Angle: 42.1 Brace # /end: 7i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI ) 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 25 1/2" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 27 1/2" Offset•0" Spec Load (P 102 6 k Max Core Area: 3 in F, „ 46 ksi Pm: 1.34 Max Brace Capacity: 138 k (A•F,, ,,) Design Capacity: 203 k (1 I •Max Brace Capacrty•(loi) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0.75F,A,)• 220 k > 203 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section; Width 13” L,,, 13 07" F. 47 6 ksi • Buckling Capacity 628 k > 203 k TRUE Gusset Edge Loading ec 3.5" K 63 r 28 49 '13' 13 75" K' 30.5 H 25 k Hb...; 126 k eb.885" D 23 V„ 732k V 63 18 k 'a' • 14.25" a 17 65" Pui 77.3 k P,,,, 140.9 k a 0 84 rad R 10.25" M„i -87 5 kip-in M,,.., 214.54 kip-In Column Weld • a = 0 127, (if a < 0 1 Concentnc, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3.78 • Weld Size Required 5/16" <_ 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 424 7 k > 25 k Web Stiffeners Not Needed • Column Web Crippling 1289 9 k > 25 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRt1E Beam Weld • a = 0.133, (if a < 0 1 Concentric if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 86 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 424 7 k > 63.18 k Web Stiffeners Not Needed • Beam Web Crippling 166 4 k > 63 18 k Web Stiffeners Not Needed • Weld to Develop Gusset II81/16 "> 5/16 " TRUE Casing Check • Buckling Length 200" • Number of HSS 1, HSS Size HSS8X6X1 /4, l,,,, 36 4 in' • Capacity (Euler's Equation) 221 k > 185 k (Max Brace Capacity(3ru) "TRUE 2/8/2010 Page: 7i • Appendix B — Corner Gusset Connection xJ TVF &R Command & Business Operations Center STAR/7 New Gusset Plate S E I S I,C''f Grid: 3 C.4 -C Elev: 2nd -3rd LLC Column: HSS7x7x I/2 Framing Into: Flange Beam: w 1 8x35 Brace Piecemark: WCl26b Eng. Mark: BRB -2 Brace Angle: 42 1 Brace # /end: 7j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I I /8" Brace- Gusset Weld Size (W I ). 5/16" Length (LI ): 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (U): 20" Offset. I 1/2" I Column Weld Size (W3)• 5/16" Length (L3)• 12" Offset I 1/2" Spec Load (P 102 6 k Max Core Area: 3 in' P,,: 46 ksi Bm: 1.34 Max Brace Capacity: 138 k (A•F,. ,,) Design Capacity: 203 k (I I •Max Brace Capacity•(3co) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRlil: • Brace Net Section Yield Slot Capacity (0 75F,A,) 220 k > 203 k TRUE at F. = 59 ksi • Area Design Check 42 I% < 62% A TR11E Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width 13" L „ R 07” F„ 49 I ksi • Buckling Capacity: 648 k > 203 k TRUE Gusset Edge Loading ec 3 5" K 6 3 r. 22 96 'p' 7 5" K' 30 4 H,,, 31 k H 119.9 k eb 8 85" D 3 58 V,,,, 57.9 k V, 78 41 k 'a' 11 5" a 13 54" P 65 7 k P 143 3 k 4) 0 84 rad 13 6 54" M,,,, -29 8 kip-in M m ,,. 159.85 kip-in Column Weld • a = 0 08, (if a < 0 1 Concentric. if a > 0 1 Eccentric) Concentric Loading Used, Eqn 32 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16 " TRUE • Tension Yielding of Column Web 342 2 k > 31 k Web Stiffeners Not Needed • Column Web Crippling 598 I k > 31 k Web Stiffeners Not Needed • Weld to Develop Gusset 1 1 81/16 "> 5/16" TRUE Beane Weld • a = 0.102, Of a < 0 I Concentric, if a > 0 I Eccentric) Eccentric Loading Used. Table 8-4, C = 4.13 • Weld Size Required: 5/16" _< 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 342 2 k > 78 41 k Web Stiffeners Not Needed • Beam Web Crippling: 137.8 k > 78 41 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 200" • Number of HSS l; HSS Size HSS8X6X1 /4, I,,,,. 364 in' • Capacity (Euler's Equation) 221 k > 185 k (Max Brace Capacit•pw) TRUE 2/8/2010 Page: 7j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S M I C' Grid: 3 C.4 -C Elev: 3rd -Roof LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84d Eng. Mark: BRB -1 Brace Angle: 42 1 Brace # /end: 8i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI ) 5/16" Length (L1) 10" Number of Welds 4 ' I Beam Weld Size (W2) 5/16" Length (L2) 25 1/2" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 28" Offset Spec Load (P 68 4 k Max Core Area: 2 in' F._ : 46 ksi Bo: 1.34 Max Brace Capacity: 92 k (A•F,. -,„,) Design Capacity: 136 k (1 1 •Max Brace Capacity•(iru) Brace Checks • Brace to Gusset Weld Capacity. 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F. = 59 ksi • Area Design Check. 42 1% < 62% A, TRUE • Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12.5" L „ 13 74” F,, 47.3 ksi • Buckling Capacity 601 k > 136 k TRUE Gusset Edge Loading ec 3 5" K 6.3 r 28.58 'it' 14" K' 30 3 H, 16 6 k H 84 k eb 8 85" D. 226 V„ 48 9 k 42k 'a' 14.25" a 1771" P„ 51.6k 939k a 0 84 rad 13 10.31" M,,, -61 4 kip-in Mb,,,, 145 2 kip-in Column Weld • a = 0.132, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 77 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9.8/16 "> 5/16" TRUE • Tension Yielding of Column Web 424 7 k > 16 6 k Web Stiffeners Not Needed • Column Web Crippling 1312 3 k > 16 6 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Beam Weld • a =0 136, (if a < 0.1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8 -4, C = 3.85 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16 "> 5/16" TRUE • Tension Yielding of Beam Web 424 7 k > 42 k Web Stiffeners Not Needed • Beam Web Crippling 166 4 k > 42 k Web Stiffeners Not Needed • Weld to Develop Gusset. 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 204" • Number of HSS 1, HSS Size HSS6X6X1 /4- I,,,, 28 6 in' • Capacity (Euler's Equation) 167 k > 124 k (Max Brace Capacit *pet) TRUE 2/8/2010 Paae: 8i • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR " �r New Gusset Plate S E I I C tM Grid: 3 C.4 -C Elev: 3rd -Roof LLC Column: HSS7x7x /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84d Eng. Mark: BRB -1 Brace Angle: 42.1 Brace # /end: 8j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI ): 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 19" Offset I 1/2" I Column Weld Size (W3) 5/16" Length (L3) 12" Offset.I 1/2" Spec Load (P „): 68 4 k Max Core Area: 2 in F,,,,,,: 46 ksi flm: 1 34 Max Brace Capacity: 92 k (A•F,.„,,,) Design Capacity: 136 k (I I •Max Brace Capacity pin) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F „A„) 147 k > 136 k 'TRUE at F„ = 59 ksi • Area Design Check 42 I% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5"1,,,„ 6 99” F 49 3 ksi • Buckling Capacity 626 k > 136 k TRUE Gusset Edee Loading ec 35” K 63 r 22 '(S' 7 5" K' 28 3 H„, 21 k H 79 7 k cb 8 85" D: 3.38 V,„i 37 9 k V „„ 53 03 k 'a' I I" a 13 29" P,„, 43 3 k Prim,„ 95 7 k 0 84 rad a 6 32" Mwt -24 8 kip-in M,„„. 121 67 kip -in Column Weld • a = 0 098, (if a < 0 I Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size • 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 327.2 k > 21 k Web Stiffeners Not Needed • Column Web Crippling 598 I k> 21 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Beam Weld • a x.121, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 4 05 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size: 8.9/16" > 5/16" TRUE • Tension Yielding of Beam Web 327 2 k > 53 03 k Web Stiffeners Not Needed • Beam Web Crippling: 132.6 k > 53 03 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16" > 5/16" TRUE Casin_ Check • Buckling Length 204" • Number of HSS I, HSS Size HSS6X6X1 /4,1„,,. 28 6 in' • Capacity (Euler's Equation) 167 k > 124 k (Max Brace Capacitylk)) TRUE 2/8/2010 Page: 8j • • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E T S I C rM Grid: 2.7 C -C.4 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC126b Eng. Mark: BRB -2 Brace Angle: 42 1 Brace # /end: 9i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI ) 5/16" Length (L I) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 25 1/2" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 27 1/2" Offset 0" Spec Load (P.): 102 6 k Max Core Area: 3 in F .•,,,: 46 ksi tlo: 1.34 Max Brace Capacity: 138 k (A'F,., ) Design Capacity: 203 k (1 1 •Max Brace Capacity)iw) Brace Checks • Brace to Gusset Weld Capacity. 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A.) 220 k > 203 k TRUE at F. = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear: 589 k > 203 k TRUE • Whitmore Section, Width 13" L.„ 13 07" F., 47 6 ksi • Buckling Capacity 628 k > 203 k TRUE Gusset Edge Loading ec 3.5" K 6 3 r 28.49 'R' 13 75" K' 30 5 H,., 25 k H 126 k eb 8 85" D 2.3 V,,,. 73 2 k V 63 18 k 'a' 14 25" a 17.65" P,,, 77.3 k Pnmm 140.9 k 6 0 84 rad p 10 25" M,., -87 5 kip-in M, 214.54 kip-in Column Weld • a = 0 127, (if a < 0 1 Concenmc, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 78 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size: 9.8/16" > 5/16" TRUE • Tension Yielding of Column Web 424 7 k > 25 k Web Stiffeners Not Needed • Column Web Crippling 1289 9 k > 25 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16" > 5/16" TRUE Beam Weld • a 133. (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used. Table 8 -4, C = 3 86 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8.9/16" > 5/16" TRUE • Tension Yielding of Beam Web 424 7 k > 63 18 k Web Stiffeners Not Needed • Beam Web Crippling 166 4 k > 63 18 k Web Stiffeners Not Needed • Weld to Develop Gusset. I 1 81/16" > 5/16" TRUE Casing Check • Buckling Length 200" • Number of HSS 1, HSS Size HSS8X6XI /4, 1..,. 36 4 in • Capacity (Euler's Equation) 221 k > 185 k (Max Brace Capacity•(3in) 2/8/2010 Page: 9i • Appendix B — Corner Gusset Connection Design ' TVF&R Command & Business Operations Center 1: STAR a :. New Gusset Plate SEISM C i" Grid: 2.7 C -C.4 Elev: 2nd-3rd L'LC Column: HSS7x7xI /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC126b Eng. Mark: BRB -2 Brace Angle: 42 1" Brace # /end: 9j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (W I ). 5/16" Length (LI ). 10" Number of Welds. 4 Beam Weld Size (W2): 5/16" Length (L2) 20" Offset • I 1/2" I Column Weld Size (W3)• 5/16" Lenath(L3): 12" Offset 1 1/2" Spec Load (P „): 102 6 k Max Core Area: 3 in F,. „.,: 46 ksi Po: 1 34 Max Brace Capacity: 138 k (A•F,.„,,,) Design Capacity: 203 k (1.1 *Max Brace Capacitvlim) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A„) 220 k > 203 k TRUE at F„ = 59 ksi • Area Design Check• 42 I% < 62% A„ TRITE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width 13” L „„ 8 07” F,, 49 I ksi • Buckling Capacity 648 k > 203 k TRUE Gusset Edge Loading ec 3 5" K 6 3 r 22.96 'p' 7 5" K' 30 4 H,,,,• 31 k H 119 9 k eb 8 85" D 3 58 V „,: 57 9 k V,,,, 78 41 k 'a' 11.5” a 13.54" P,,, 65 7 k Pb... 143 3 k 0 84 rad (i 6 54" M,,,: -29 8 kip-in Mr®„ 159 85 kip-in Column Weld • a = 0 08, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concenmc Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 342 2 k > 31 k Web Stiffeners Not Needed • Column Web Crippling 598 I k> 31 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Beam Weld • a 4 102, (if a < 0.1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 4.13 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 342 2 k > 78 41 k Web Stiffeners Not Needed • Beam Web Crippling 137 8 k > 78 41 k Web Stiffeners Not Needed • Weld to Develop Gusset 1 1 81/16 "> 5/16" TRUE Casino Check • Buckling Length 200" • Number of HSS I, HSS Size HSS8X6X1 /4, 1„„, 36 4 in' • Capacity (Euler's Equation). 221 k > 185 k (Max Brace Capacity'(i e)'IRUJE 2/8/2010 Page: 9j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S I C' Grid: 2.7 C -C.4 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC126c Eng. Mark: BRB -2 Brace Angle: 42 1 Brace # /end: 10i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 25 1/2" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 28" Offset 0" Spec Load (P„): 102 6 k Max Core Area: 3 in' F, - ® ,: 46 ksi Bar 1.34 Max Brace Capacity: 138 k (A•F,.,„„) Design Capacity: 203 k (1 I•Max Brace Capacity•(iril) Brace Checks • • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F „A„) 220 k > 203 k TRUE at F. = 59 ksi • Area Design Check 42.1% < 62% A, TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width. 13” L, 13 63" F 47 4 ksi • Buckling Capacity 625 k > 203 k TRUE Gusset Edge Loading ec 3 5" K 6.3 r 28.58 '(I' 14" K' 30 3 H 24 9 k H 126 k eb 8 85" D. 2.26 V,„ 73 4 k V 62.99 k 'a' 14.25" a. 17 71" P 77 5 k P 140.9 k 4 0.84 rad 13 10 31" M. -92 kip-in M 217 8 kip-in Column Weld • a = 0 132, (if a < 0.1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 77 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size. 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 424 7 k > 24.9 k Web Stiffeners Not Needed • Column Web Crippling 1312.3 k > 24 9 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a 136, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 85 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 424 7 k > 62.99 k Web Stiffeners Not Needed • Beam Web Crippling 166 4 k > 62.99 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 204" • Number of HSS 1, HSS Size HSS6X6X5 /16, I„,„ 34 3 in • Capacity (Euler's Equation) 201 k > 185 k (Max Brace Capacity•(icu) TRUE 2/8/2010 Page: I of Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center ) ' J New Gusset Plate S E I S I C' Grid: 2.7 C -C.4 Elev: 3rd -Roof LLC Column: HSS7x7a I/2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC126c Eng. Mark: BRB -2 Brace Angle: 42.1 Brace # /end: I Oj i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (W11 5/16" Length (LI )• 10" Number of Welds 4 I Beam Weld Size (W2): 5/16" Length (L2)• 19" Offset I 1/2" I Column Weld Size (W3) 5/16" Length (L3) II" Offset 1 1/2" Spec Load (P 102 6 k Max Core Area: 3 in' F,. 46 ksi Ike: 1.34 Max Brace Capacity: 138 k (A•F,.„„,) Design Capacity: 203 k (1 1•Max Brace Capacity•(iai) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F„A„) 220 k > 203 k TRUE at F„= 59 ksi • Area Design Check 42 I% < 62% A TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section; Width 13" L.,, 6 88" F 49 3 ksi • Buckling Capacity 651 k > 203 k TRUE Gusset Edge Loading ec•35" K 63 r 2228 'a' 7" K' 29.5 H,„, 31.9 k H 119 k eb 8 85" D 3 7 V, 1 55.6 k V 80.78 k 'a' 11" a 13 04" P, 64 1 k Prom 143 8 k 6 0 84 rad. (3 6 09" M -29 2 kip-in Mir 164.56 kip-in Column Weld • a = 0 083; (if a < 0 I Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn 12 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 327 2 k > 31 9 k Web Stiffeners Not Needed • Column Web Crippling 553 5 k > 31 9 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a =0 107, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 4 13 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 327 2 k > 80.78 k Web Stiffeners Not Needed • Beam Web Crippling 132 6 k > 80 78 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 204" • Number of HSS. I, HSS Size HSS6X6X5 /16; 1„„„. 34 3 in' • Capacity (Euler's Equation) 201 k > 185 k (Max Brace Capacity(iai) TRUE 2/8/2010 Page: loj Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR New Gusset Plate S E T S I C Grid: 7 C -B.5 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC210a Eng. Mark: BRB-4 Brace Angle: 35 6 Brace # /end: I l i i= brace lower end connection, j = brace upper end connection Gusset Thickness: 3/4" Brace - Gusset Weld Size (W I) 5/16" Length (L 1) 14" N umber of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 19" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 19" Offset 1 1/2" Spec Load (P 171 k Max Core Area: 5 in F,_ 46 ksi flm: 1.34 Max Brace Capacity: 230 k (A Design Capacity: 339 k (1.1 *Max Brace Capacity'13e)) Brace Checks • Brace to Gusset Weld Capacity. 390 k > 339 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 339 k > 339 k TRUE at F, = 61.3 ksi • Area Design Check 52 6% < 62% A TRUE Gusset Plate • Block Shear 546 k > 339 k TRUE • Whitmore Section, Width 18 2" L,K 8 61" F,, 47.6 ksi • Buckling Capacity 584 k > 339 k TRUE Gusset Edge Loading ec 3 5" K -3.5 r 18 19 13' 11" K' 26 4 H„ 65 2 k H 210.4 k eb 0" D 2 95 V,, 197 4 k V1,,,, 0 k 'a' 11" a 11.29" P,, 207 9 k Pam 210 4 k i 0 95 rad 1 10 59" MLi -26 5 kip-in M 0 kip-in Column Weld • a = 0.021, Of a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 4.5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 1706 3 k > 65.2 k Web Stiffeners Not Needed • Column Web Crippling 910.5 k > 65 2 k Web Stiffeners Not Needed • Weld to Develop Gusset 7 88/16" > 5/16" TRUE Beam Weld • a 0. (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn 12 -5 • Weld Size Required. 4.5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web. 1706 3 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 7 88/16 "> 5/16" TRUE Casing Check • Buckling Length 227" • Number of HSS 1, HSS Size HSSI2X6X3 /8, 1,,, 72.9 in' • Capacity (Euler's Equation) 344 k > 308 k (Max Brace Capacit■•(it)) TRUE 2/8/2010 Page: Iii . Appendix B — Corner Gusset Connection Design TVF&R Command & Business Operations Center { "- New Gusset Plate S E I S I C ' Grid: 7 C -B.5 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 w/ (4 )L3x3x3/8 Framing Into: Flange Beam: wI 8x35 Brace Piecemark: WC2I Oa Eng. Mark: BRB -4 Brace Angle: 35.6 Brace # /end: I 1 j i= brace lower end connection, j = brace upper end connection Gusset Thickness: 3/4" Brace- Gusset Weld Size (W1): 5/16" Length (LI ). 14" Number of Welds 4 I Beam Weld Size (W2). 5/16" Length (L2)• 26" Offset I 1/2" Column Weld Size (W3) 5/16" Length (L3) 15" Offset:] 1/2" Spec Load (P.): 171 k Max Core Area: 5 in F,.,,.,: 46 ksi Pm: 134 Max Brace Capacity: 230 k (A•F,,„„) Design Capacity: 339 k (I I •Max Brace Capacity•(im) Brace Checks • Brace to Gusset Weld Capacity 390 k > 339 k TRUE • Brace Net Section Yield Slot Capacity (0 75F „A„) 339 k > 339 k TRUE at F. = 61 3 ksi • Area Design Check: 52 6% < 62% A, TT 11E Gusset Plate • Block Shear 546 k > 339 k TRUE • Whitmore Section, Width It 2” L „. 9 05” F,, 47 4 ksi • Buckling Capacity 581 k > 339 k TRUE Gusset Edge Loading ec 3 88" K 8.48 r 27.2 'p' 9" K'. 43.6 H„ 48.3 k H 227.3 k eb 8 85" D 4.55 V,,,, 87.1 k V 110 3 k 'a' 14.5" a 18 24" P „i 99 6 k P 252 7 k 0 0 95 rad II 6 99” M „ -97 I kip-in M1,m„ 412 45 kip-in Column Weld • a = 0.134; (if a < 0.1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 88 • Weld Size Required 4/16” < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 432 2 k > 48.3 k Web Stiffeners Not Needed • Column Web Crippling. 667 2 k > 48 3 k Web Stiffeners Not Needed • Weld to Develop Gusset 7 88/16 "> 5/16" TRUE Beam Weld • a =0 144; (if a <0 I Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 81 • Weld Size Required. 4/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8.9/16" > 5/16" TRUE • Tension Yielding of Beam Web 432 2 k > 110 3 k Web Stiffeners Not Needed • Beam Web Crippling 169 k > 110 3 k Web Stiffeners Not Needed • Weld to Develop Gusset: 7.88/16 "> 5/16" TRUE Casing Check • Buckling Length 227" • Number of HSS 1, HSS Size HSS12X6X3 /8, I„„„ 72 9 in' • Capacity (Euler's Equation) 344 k > 308 k (Max Brace Capacity(iril) TRUE 2/8/2010 Page: l i j • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I I C t' Grid: 7 C -B.5 Elev: 3rd -Roof LL_C Column: HSS7x7x1/2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84e Eng. Mark: BRB -1 Brace Angle: 37 1 Brace # /end: 12i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 5/16" Length (L1) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 27 1/2" Offset I 1/2" I Column Weld Size (W3) 5/16" Length (L3): 26 1/2" Offset 0" Spec Load (P,): 68 4 k Max Core Area: 2 in' F,_ 46 ksi flw: 1.34 Max Brace Capacity: 92 k (A•F. ,,,,,) Design Capacity: 136 k (1 I •Max Brace Capacity•(ita) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A„) 147 k > 136 k TRUE at F. = 59 ksi • Area Design Check. 42 1% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5" L. 11 92" F„ 48 ksi • Buckling Capacity 609 k > 136 k TRUE Gusset Edge Loading ec 3.5" K 8 19 r. 29 17 V. 1325" K' 377 H,,, 163k H 919k eb 8 85" D 3.07 V,,, 40 7 k V 41.14 k 'a' 1525" a 1976" P,,, 438k P 100.7k 0 0 92 rad. 1 8 75" M -73 2 kip-in Mb... 185.53 kip-in Column Weld • a = 0.17, (if a < 0 1 Concentric, if a > 0 1 Eccenmc) Eccentric Loading Used, Table 8-4, C = 3 68 • Weld Size Required: 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 454.7 k> 16.3 k Web Stiffeners Not Needed • Column Web Crippling 1245 3 k > 16 3 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a =0 164, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 72 • Weld Size Required. 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 454 7 k > 41 14 k Web Stiffeners Not Needed • Beam Web Crippling 176 7 k > 41 14 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 224" • Number of HSS 1, HSS Size HSS6X6X I /4,1,,, 28 6 in • Capacity (Eulcr's Equation) 139 k > 124 k (Max Brace Capacity•(3m) TRUE 2/8/2010 Page: 12i • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR T-t' New Gusset Plate S E I S I� �"' Grid: 7 C -B.5 Elev: 3rd -Roof LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84e Eng. Mark: BRB -1 Brace Angle: 37 I Brace # /end: 12j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI ) 5/16" Length (LI) 10" Number of Welds: 4 Beane Weld Size (W2)• 5/16" Length (L2) 22" Offset. I 1/2" Column Weld Size (W3) 5/16" Length (L3) 12" Offset:I I/2" Spec Load (P,): 68 4 k Max Core Area: 2 in' F,.,,,: 46 ksi tits: 134 Max Brace Capacity: 92 k (A *F,.,,,,) Design Capacity: 136 k (I 1•Max Brace Capacity'(io) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k l Rl.11: • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F„ = 59 ksi • Area Design Check 42 I % <62 %A Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width. 12.5" L., 9.35" F,, 48 7 ksi • Buckling Capacity 619 k > 136 k TRUE Gusset Edge Loading ec35" K819 r 24 38 'Q' 7 5" K' 37 4 FL 19 5 k H 88 7 k eb 8 85" D 4 52 V,,,, 32 6 k V 49.22 k 'a' 12.5" a 15 94" P,,,• 38 k P,, 101 4 k 4) 0 92 rad 13 5 86" M,,, -31 9 kip -in M,,,,,,. 169 42 kip-in Column Weld • a = 0.136, (if a < 0.1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 91 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 372 2 k > 19 5 k Web Stiffeners Not Needed • Column Web Crippling 598 I k > 19.5 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Beam Weld • a = 0.156, (if a <0 I Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 79 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size. 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 372.2 k > 49.22 k Web Stiffeners Not Needed • Beam Web Crippling 148 2 k > 49 22 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16" > 5/16" TRUE Casing Check • Buckling Length 224" • Number of HSS I, HSS Size HSS6X6X1 /4, I,,, 28 6 in' • Capacity (Euler's Equation) 139 k > 124 k (Max Brace Capacitypm) TRUE 2/8/201 Page: 12j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S I C r' Grid: 5 B.5 -C Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC126d Eng. Mark: BRB -2 Brace Angle: 356 Brace # /end: Iii i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace- Gusset Weld Size (WI) 5/16" Length (LI) 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 25 7/8" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 26 3/4" Offset 0" Spec Load (P,): 102.6 k Max Core Area: 3 in F,.,,: 46 ksi Bo]: 1.34 Max Brace Capacity: 138 k (A *F,.,,,) Design Capacity: 203 k (I 1 •Max Brace Capacitypm) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,). 220 k > 203 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width 13" L „, 20 6” F,, 44.2 ksi • Buckling Capacity. 583 k > 203 k TRUE Gusset Edge Loading ec 3 5" K -3.5 r 22.4 '1' • 13.38" K' 35 7 H,, 31 8 k H 133 6 k eb 0" D. 3 11 V., 118 4 k Vb.„ 0 k 'a' 14 4375" a. 14 71" P„ 122 6 k P,x,,, 133 6 k 0 95 rad (i 13 04" M,,, -10 5 kip-in M 0 kip-in Column Weld • a = 0 012, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required: 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9.8/16" > 5/16" TRUE • • Tension Yielding of Column Web 2221 9 k > 31.8 k Web Stiffeners Not Needed • Column Web Crippling 1256.5 k> 31.8 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a �, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31.6/16 "> 5/16" TRUE • Tension Yielding of Beam Web 2221 9 k> 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Casing Check • Buckling Length 225" • Number of HSS 1, HSS Size HSS8X6X5 /l6, I,,, 43 8 in • Capacity (Euler's Equation) 210 k > 185 k (Max Brace Capacity•(iru) TRUE 2/8/2010 Page: 13i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAB New Gusset Plate S E I S I C'v Grid: 5 B.5 -C Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WCl26d Eng. Mark: BRB -2 Brace Angle: 35.6 Brace # /end: 13j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI ). 5/16" Length (LI )• 10" Number of Welds: 4 I Beam Weld Size (W2) 5/16" Length (L2) 23" Offset I 1)2" Column Weld Size (W3) 5/16" Length (L3)• 12" Offset I 1/2" Spec Load (P,): 102 6 k Max Core Area: 3 in f,., 46 ksi Pa: 1.34 Max Brace Capacity: 138 k (A'F,.,,,,) Design Capacity: 203 k (I I'Max Brace Capacity•llm) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A „) 220 k > 203 k TRUE at F, = 59 ksi • Area Design Check 421 % <62 %A, TRtll: Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section; Width 13” L,,, 9 15" F,, 48 8 ksi • Buckling Capacity 644 k > 203 k TRUE Gusset Edee Loading cc 35" K 886 r 2502 'a' 7.5" K' 40 7 H,,, 28.5 k H. 136.9 k eb 885" D 495 V,,, 46 5 k V 71 96 k 'a' 13" a 16 84" P,,, 54.5 k P,.., 154 7 k 0 95 rad 13 5 72" M,,, -50 8 kip-in M 276 19 kip-in Column Weld • a = 0 149, Of a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3.87 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 387 2 k > 28.5 k Web Stiffeners Not Needed • Column Web Crippling 598 I k > 28 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Beam Weld • a 0 167. (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3.74 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 387 2 k > 71 96 k Web Stiffeners Not Needed • Beam Web Crippling 153 4 k > 71 96 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 225" • Number of HSS. I, HSS Size HSS8X6X5 /16, I,,,„ 43 8 in' • Capacity (Euler's Equation) 210 k > 185 k (Max Brace Capacity'(itn) TRUE 2/8/2010 Page: 13j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate SEISMIC' Grid: 5 B.5 -C Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84f Eng. Mark: BRB -1 Brace Angle: 37 1 Brace # /end: 14i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" I Brace - Gusset Weld Size (W1) 5/16" Length (L I) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 25 1/2" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 26 3/4" Offser0" Spec Load (P,): 68 4 k Max Core Area: 2 in' F._ ® ,: 46 ksi 13co:134 Max Brace Capacity: 92 k (A•F,. Design Capacity: 136 k (1 I •Max Brace Capacity•(icu) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A„ ). 147 k > 136 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A, TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5" I, 10.79" F 48.3 ksi • Buckling Capacity 614 k > 136 k TRUE Gusset Edge Loading ec 3.5" K. 8 19 r 28 '13' 13 38" K' 34 H„ 17 k H 91 2 k eb 8 85" D 2 88 V 39 k V 42 86 k 'a' 14.25" a 18 83" P 42 5 k P 100 8 k 0.92 rad. (3 8 05" M „, -90 3 kip-in M,,, 196 19 kip-in Column Weld • a = 0.199, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 58 • Weld Size Required. 5/16” < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 424 7 k > 17 k Web Stiffeners Not Needed • Column Web Crippling 1256.5 k > 17 k Web Stiffeners Not Needed • Weld to Develop Gusset. 11 81/16 "> 5/16" TRUE Beam Weld • a =0 18, (if a < 0 1 Concentnc, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3.67 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 424 7 k > 42 86 k Weh Stiffeners Not Needed • Beam Web Crippling 166 4 k > 42 86 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length. 228" • Number of HSS 1, HSS Size HSS6X6X I/4,1,,,, 28 6 in • Capacity (Euler's Equation) 134 k > 124 k (Max Brace Capacitvl3m) TRUE 2/8/2010 Page: 14i Appendix B — Corner Gusset Connection Design TVF&R Command & Business Operations Center STAR New Gusset Plate Grid: 5 B.5 -C Elev: 3rd -Roof LLC Column: HSS7x7xI /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84f Eng. Mark: BRB -1 Brace Angle: 37 1 Brace # /end: 14j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1 /8" Brace - Gusset Weld Size (WI ) 5/16" Length (L1) 10" Number of Welds: 4 I Beam Weld Size (W2): 5/16" Length (L2) 22 " Offset I 1/2" I Column Weld Size (W3) 5/16" Length (L3) 12" Offset 1 I2" Spec Load (P „): 68 4 k Max Core Area: 2 in' F,.,,,.,: 46 ksi Pm: 1 34 Max Brace Capacity: 92 k (A•F,.,,,,,) Design Capacity: 136 k (I I •Max Brace Capacity•k) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k l'PUE • Brace Net Section Yield Slot Capacity (0 75F „A „) 147 k > 136 k TRUE at F„ = 59 ksi • Area Design Check 42 1% <62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5” L,,, 9 23” F,, 48 8 ksi • Buckling Capacity 619 k > 136 k TRUE Gusset Edge Loading ec 3 5” K 8 19 r 24.38 '(3'.75" K'•374 H,„, 195k H,,,, 887k eb 8 85" D 4 52 V,,,, 32.6 k V 49.22 k 'a' 12 5" a 15 94" P 38 k P1., ,,, 101 4 k 4' 0 92 rad (i 5 86" M,,, -31 9 kip-in M 169 42 kip-in Column Weld • a = 0 136, (if a < 0 I Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 91 • Weld Size Required 5/16" <_ 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 372 2 k > 19 5 k Web Stiffeners Not Needed • Column Web Crippling. 598 1 k > 19 5 k Wcb Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Beam Weld • a =0 156, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3.79 • Weld Size Required: 5/16" _< 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 372.2 k > 49.22 k Web Stiffeners Not Needed • Beam Web Crippling 148 2 k > 49 22 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Casing Check • Buckling Length 228" • Number of HSS I, HSS Size HSS6X6X1 /4; I„„ „: 28 6 in' • Capacity (Euler's Equation) 134 k > 124 k (Max Brace Capacity•l3m) TRUE 2/8/20.10 Page: 14j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S IC Grid: 9.7 C -B.7 Elev: 2nd -3rd LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC126a Eng. Mark: BRB -2 Brace Angle: 70.6 Brace # /end: 15i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 5/16" Length (1.1) 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 32 1/4" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 51 1/4" Offset•0" Spec Load (P,): 102 6 k Max Core Area: 3 in' F._ ® ,: 46 ksi Bw: 1 34 Max Brace Capacity: 138 k (A•F Design Capacity: 203 k (1 l •Max Brace Capacity/3m) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k TRUE • Brace Net Section Yield Slot Capacity (0 75F„ A,,) 220 k > 203 k TRUE at F = 59 ksi • Area Design Check. 42 1% < 62% A, TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width 13" L, , 40 91" F 30 6 ksi • Buckling Capacity 404 k > 203 k TRUE Gusset Edge Loading ec 35" K -35 r 3473 'p'• 25 63" K' 18 3 H., 20.5 k H,,,,,, 47 1 k eb 0" D 0 6 V 441 191 9 k V 0 k 'a' 17.625" a 8 04" P„i 193 k P 47 1 k 30 0 34 rad. p 32.76" M. 146.3 kip-in M 0 kip-in Column Weld • a = 0 139, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 69 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 2700 k > 20.5 k Web Stiffeners Not Needed • Column Web Crippling 2350 k > 20 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a 0, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web 2700 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 1 1.81/16 "> 5/16" TRUE Casing Check • Buckling Length 87" • Number of HSS I, HSS Size HSS8a6a 1/4. 1 36 4 in' • Capacity (Euler's Equation) 1 170 k > 185 k (Max Brace Capacity'pao) TRUE 2/8/2010 Page: I5i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center "` } Existing Gusset Plate SEISMIC' Grid: 9.7 C -B.7 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC126a Eng. Mark: BRB -2 Brace Angle: 706 Brace # /end: 16i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (W1): 5/16" Length (LI ). 10" Number of Welds: 4 Beam Weld Size (W2). 5/16" Length (L2): 32 1/4" Offset 1 1/2" Column Weld Size(W3) 5/16" Length(L3) 51 1/4" Offset•0" Spec Load (P„): 102 6 k Max Core Area: 3 in F,., 46 ksi 13m: 1 34 Max Brace Capacity: 138 k (A•F Design Capacity: 203 k (I I •Max Brace Capacity•pto) Brace Checks • Brace to Gusset Weld Capacity 278 k > 203 k I'RtIE • Brace Net Section Yield Slot Capacity (0.75F 220 k > 203 k TRUE at = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 589 k > 203 k TRUE • Whitmore Section, Width 13" 40 91" 30 6 ksi • Buckling Capacity 404 k > 203 k TRUE Gusset Edge Loading ec 3 5" K -3.5 r 34 73 '(S' 25 63" K'• 18.3 H 20 5 k Him,,,. 47 I k eb•0" D 06 V„ 191 9k Ve,,,.Ok 'a' 17 625" a 804" Pwi 193 k P 47 I k di. 0 34 rad p 32 76" M.,, 146 3 kip-in Mi<, , 0 kip -in Column Weld • a = 0 139, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 69 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9.8/16" > 5/16" TRUE • Tension Yielding of Column Web 2700 k > 20 5 k Web Stiffeners Not Needed • Column Web Crippling 2350 k > 20 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE Beam Weld • a =0, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn 32 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size. 31.6/16" > 5/16" TRUE • Tension Yielding of Beam Web 2700 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5/16" TRUE Casing Check • Buckling Length 87" • Number of HSS I, HSS Size. HSS8X6X 1/4, I, 36 4 in' • Capacity (Euler's Equation) 1170 k > 185 k (Max Brace Capacity(3ta) TRUE 2/8/2010 Page: 16i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR New Gusset Plate S E I S I Cr ' Grid: 9.7 C -B.7 Elev: 3rd -Roof L.LC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84a Eng. Mark: BRB -1 Brace Angle: 71 6 Brace # /end: 17j i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI) 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 17" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 24" Offset I 1/2" Spec Load (P,): 68 4 k Max Core Area: 2 in F,: 46 ksi pm: 1 34 Max Brace Capacity: 92 k Design Capacity: 136 k (1 I •Max Brace Capacitv•13 o) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F. = 59 ksi • Area Design Check 42.1% < 62% A, TRUE Gusset Plate • Block Shear. 561 k > 136 k TRUE • Whitmore Section, Width. 12.5" L, 11.21" F„ 48 2 ksi • Buckling Capacity 612 k > 136 k TRUE Gusset Edge Loading ec 3.5" K -0.55 r 26.78 'R' 13.5" K' 10 7 H,,,• 17 7 k H, ,. 25.2 k eb. 8.85" D 0 66 V,,, 83 8 k V 44 81 k 'a' 10" a 4.97" P,,, 85 7 k P 51 4 k 4, 0 32 rad p 16.56" M,,, 54.2 kip-in M -225 48 kip-in Column Weld • a = 0 127, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 72 • Weld Size Required. 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 297.2 k > 17 7 k Web Stiffeners Not Needed • Column Web Crippling 1133 7 k > 17 7 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a x.296; (if a < 0 I Concentnc, if a > 0 I Eccentric) Eccentric Loading Used, Table 8 -4, C = 3.98 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 297 2 k > 44 81 k Web Stiffeners Not Needed • Beam Web Crippling 122 3 k > 44.81 k Web Stiffeners Not Needed • Weld to Develop Gusset 1 1 81/16" > 5/16" TRUE Casing Check • Buckling Length 134" • Number of HSS 1, HSS Size HSS6X6X 1/4, l, 28 6 in • Capacity (Euler's Equation) 388 k > 124 k (Max Brace Capacity *13 o) TRUE 2/8/2010 Page: 17j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center New Gusset Plate S E I S I C'° Grid: 9.7 C -B.7 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84a Eng. Mark: BRB -1 Brace Angle: 71 6 Brace # /end: 18j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI) 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 17" Offset 1 1R" Column Weld Size (W3)• 5/16" Length (L3) 24" Offset 1 1/2" Spec Load (P,): 68 4 k Max Core Area: 2 in' F,.,,,,: 46 ksi Am: 1 34 Max Brace Capacity: 92 k (A•F Design Capacity: 136 k (I I •Max Brace Capacity'(tw) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,). 147 k > 136 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A TRIIE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12 5" L,,, 1 121" F,, 48 2 ksi • Buckling Capacity 612 k > 136 k TRUE Gusset Edge Loading ec• 3 5" K -0 55 r. 26.78 '13' 135" K': 107 H 177k H, 25.2k eb 8 85" D 0 66 V „ 83.8 k V 44 81 k 'a' 10” a 4 97" P „ 85 7 k P 51 4 k 0 32 rad (i 16 56” M„ 54 2 kip-in M -225 48 kip-in Column Weld • a = 0 127, Of a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 72 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 297 2 k > 17 7 k Web Stiffeners Not Needed • Column Web Crippling 1133 7 k > 17 7 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a =0 296, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 98 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 297.2 k > 44.81 k Web Stiffeners Not Needed • Beam Web Crippling. 122 3 k > 44 81 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casino Check • Buckling Length 134" • Number of HSS. 1, HSS Size HSS6X6X1 /4, L. 28 6 in' • Capacity (Euler's Equation) 388 k > 124 k (Max Brace Capacityliei) TRUE 2/8/2010 Page: 18j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E 15 N% I CTk Grid: 9 C -B.7 Elev: 2nd -3rd LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WCI68a Eng. Mark: BRB -3 Brace Angle: 54.8 Brace /Vend: 19i i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace- Gusset Weld Size (W1) 3/8" Length (L1) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 32 7/8" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 51" Offset.0" Spec Load (P,): 136 8 k Max Core Area: 4 in F.. ,,: 46 ksi Bm: 1.34 Max Brace Capacity: 184 k (A•F,.,, ) Design Capacity: 271 k (1 1 •Max Brace Capacity p(o) Brace Checks • Brace to Gusset Weld Capacity. 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0.75F„ A,) 293 k > 271 k TRUE at F. = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5" L,,,, 37.65" F,,. 33 ksi • Buckling Capacity 453 k > 271 k TRUE Gusset Edge Loading ec 35" K -35 r 34.21 'p'. 25.5" K'. 25.3 H,,, 27 7 k H 128 4 k eb 0" D 0 99 V,,, 221 7 k V 0 k 'a' 17.9375" a 16.2" P,, 223 5 k P 128.4 k 4i 0 61 rad (1 27 97" M,,, 68 5 lap-in M...., 0 kip-in Column Weld • a = 0.048, (if a < 0.1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required: 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web. 2746.9 k > 27 7 k Web Stiffeners Not Needed • Column Web Crippling 2338.9 k > 27 7 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE. Beam Weld • a =0, (if a < 0.1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web 2746 9 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Casing Check • Buckling Length. 132" • Number of HSS 1, HSS Size HSS8X6X1 /4, I,,,,,. 36 4 in' • Capacity (Euler's Equation) 508 k > 246 k (Max Brace Capacity(iw) TRUE 2/8/2010 Page: 19i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR °' New Gusset Plate SEISMIC' Grid: 9 C -B.7 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w18x35 Brace Piccemark: WC168a Eng. Mark: BRB -3 Brace Angle: 548 Brace # /end: 19j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace- Gusset Weld Size (W1): 3/8" Length (LI )• 10" Number of Welds: 4 I Jieam Weld Site (W2)' 5/16" Length(L2) 15" Offset I 1/2" I Column Weld Size (W3)• 5/16" Length (L3)' 14" Offset 1 1/2" Spec Load (P,): 136 8 k Max Core Area: 4 in F,. 46 ksi Bo: 1.34 Max Brace Capacity: 184 k (A•F,.,,,,,) Design Capacity: 271 k (I I •Max Brace Capaciq••(tm) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A „)• 293 k > 271 k TRUE at F„ = 59 ksi • Area Design Check 42 1% < 62% A, TRUE Gusset Plate • Block Shear 616 k > 271 kTRUE • Whitmore Section; Width 13.5” L., 4 68" F , 49.7 ksi • Buckling Capacity 681 k > 271 k TRUE Gusset Edge Loading ec 3 88" K: 2 36 r 21.57 '13' 8 5" K' 15.9 H,„i 48.7 k 1-i 107 5 k eb 8 85" D 1 62 V„ 110 5 k V ,,,,. 111.28 k 'a' 9" a 8 55" P,,,. 120.7 k P,,,„,. 154 7 k 4, 0 61 rad 13 8 78" M,, 13 9 kip -in M,„,. -50 42 kip-in Column Weld • a = 0 02; Of a < 0.1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn. J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size. 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web• 267.2 k > 48 7 k Web Stiffeners Not Needed • Column Web Crippling. 626 9 k > 48 7 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE Beam Weld • a 0 03, (if a < 0.1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required. 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 267 2 k > 111.28 k Web Stiffeners Not Needed • Beam Web Crippling 111 9 k > 111.28 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5116" TRUE Casing Check • Buckling Length: 132" • Number of HSS 1; HSS Size HSS8X6XI /4,1,,,,,, 36 4 in' • Capacity (Euler's Equation) 508 k > 246 k (Max Brace Capacity1ro) TRUE • 2/8/2010 Page: 19j • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I . S 1 C'M Grid: 9 C -B.7 Elev: 3rd -Roof LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84c Eng. Mark: BRB -1 Brace Angle: 56 3 Brace # /end: 20i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI) 5/16" Length (L I) 10" Number of Welds 4 • Beam Weld Size (W2) 5/16" Length (L2) 14" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 13 1/2" Offset 0" Spec Load (P,): 68 4 k Max Core Area: 2 in F,.. 46 ksi Bm: 1.34 Max Brace Capacity: 92 k (A•F,.„,,) Design Capacity: 136 k (I 1 •Max Brace Capacitypm) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0.75F „A „) 147 k > 136 k TRUE at F. = 59 ksi • Area Design Check 42 1 % <62 %A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12.5” L.,. 4.72” F, 49 7 ksi • Buckling Capacity 631 k > 136 k TRUE Gusset Edge Loading ec: 3.5" K 2.4 r 19 38 'p' 6 75" K' 16 4 H 24 5 k H 50.7 k eb 885" D 2.03 V„1 509k V 61.93k 'a' 8.5" a 7 25" P,,, 56 5 k P 80 1 k 4 0.59 rad p 7 28" M,,, 12.9 kip-in M -77.39 kip-in Column Weld • a = 0.039, (if a < 0 I Concentric, if a > 0 I Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 252 2 k > 24.5 k Web Stiffeners Not Needed • Column Web Crippling 665 1 k > 24 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a =0 089, (if a < 0 I Concentric, if a > 0 I Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required. 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 252.2 k > 61 93 k Web Stiffeners Not Needed • Beam Web Crippling 106 7 k > 61 93 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Casing Check • Buckling Length 166" • Number of HSS 1, HSS Size HSS6X6X1 /4, 1„,„ 28 6 in' • Capacity (Euler's Equation) 253 k > 124 k (Max Brace Capacity•l3w) TRUE 2/8/2010 Page: 20i • Appendix B — Corner Gusset Connection Design s= TVT &R Command & Business Operations Center STAR New Gusset Plate SEISMICfD' Grid: 9 C -B.7 Elev: 3rd -Roof LLC Column: HSS7x7x I /2 Framing Into: Flange Beam: w 1 8x35 Brace Piecemark: WCS4c Eng. Mark: BRB -1 Brace Angle: 56.3 Brace # /end: 20j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI). 5/16" Length (LI) 10" Number of Welds: 4 Beam Weld Size (W2)• 5/16" Length (L2): 14" Offset I 1/2" Column Weld Size (W3) 5/16" Length (L3) 12" Offset I 1/2" Spec Load (P 68 4 k Max Core Area: 2 in ,�,: 46 ksi Om: 1 34 Max Brace Capacity: 92 k (A'F ,,) Design Capacity: 136 k (I I 'Max Brace Capacity'3ui) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F.= 59 ksi • Area Design Check 42 I% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section; Width' 12 5" L 4 59" F„ 49 7 ksi • Buckling Capacity 631 k > 136 k TRUE Gusset Edge Loading ec• 3 5" K: 2 4 r 20 16 '13' 7.5" K' 15 3 H 23.5 k H 51.7 k eb• 8 85" D 1 73 V,,, 53 3 k V 59.53 k 'a'. 8 5" a 7.68" P,,,: 58 3 k P, v „ 78 8 k 4) 0 59 rad 13 7 92" M„ 10 kip-in M v „ -48.65 kip -in Column Weld • a = 0 035, (if a < 0 I Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn. J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 252 2 k> 23 5 k Web Stiffeners Not Needed • Column Web Crippling. 598 1 k > 23.5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRITE Beam Weld • a 4 058, (if a < 0.1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web 252 2 k > 59.53 k Web Stiffeners Not Needed • Beam Web Crippling 106 7 k > 59 53 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 166" • Number of HSS• I, HSS Size HSS6X6X1 /4, I,,, 28 6 in' • Capacity (Euler's Equation): 253 k > 124 k (Max Brace Capacity'(iw) TRUE 2/8/2010 Page: 201 Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S M I C r' Grid: C 7 -8 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC168d Eng. Mark: BRB -3 Brace Angle: 27 5 Brace # /end: 21i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 3/8" Length (L1). 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 26" Offset I 1/2" Column Weld Size (W3) 5/16" Length (L3) 26" Offset:0" Spec Load (P,): 136.8 k Max Core Area: 4 in F, ,, : 46 ksi Per 1.34 Max Brace Capacity: 184 k (A'F..,,,,) Design Capacity: 271 k (1 1 •Max Brace Capacity•(icu) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,). 271 k > 271 k TRUE at F, = 59 I ksi • Area Design Check 44 4% < 62% A TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5" L „, 13 54” F„ 47 4 ksi • Buckling Capacity: 650 k > 271 k TRUE Gusset Edee Loading ec 3 5" K -3 5 r 22 27 '13' 13" K'• 44 1 H 42.6 k H,, 198 k eb 0" D 4 94 V,,, 125 1 k V 0 k 'a'• 14.5" a 16 26" P,,, 132.2 k Pb... 198 k m 1 09 rad 13 10 28" M,,, -116 1 kip-in M,,,,,, 0 kip-in Column Weld • a = 0 105, (if a < 0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 84 • Weld Size Required 5/16" _< 5/16" TRUE • Column Flange Fracture max weld size. 9.8/16" > 5/16" TRUE • Tension Yielding of Column Web 2231 3 k > 42 6 k Web Stiffeners Not Needed • Column Web Cnppling 1223 k > 42.6 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16" > 5/16" TRUE Beam Weld • a =0; (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used. Eqn 12 -5 • Weld Size Required 5/16" <_ 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web 2231 3 k > 0 k Web Stiffeners Not Needed • Beam Web Cnppling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE. Casing Check • Buckling Length 275" • Number of HSS 1, HSS Size HSS12X6X1 /2,1, 91 I in • Capacity (Euler's Equation) 293 k > 246 k (Max Brace Capacrty(ito) TRUE 2/8/2010 Page: 21i Appendix B — Corner Gusset Connection Design TVF&R Command & Business Operations Center STAR T'.. New Gusset Plate SEISMIC' Grid: C 7 -8 Elev: 2nd -3rd LLC Column: HSS7x7xI /2 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC168d Eng. Mark: BRB -3 Brace Angle: 27.5 Brace # /end: 21j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I I/8" Brace - Gusset Weld Size (WI ): 3/8" Length (LI) 10" Number of Welds: 4 I Beam Weld Size (W2): 5/16" Length (L2). 37" Offset: I 1/2" Column Weld Size(W3) 5/16" Length(L3) 16" Offset I 1/2" Spec Load (P,): 136 8 k Max Core Area: 4 in F,. „,: 46 ksi Iim: 1 34 Max Brace Capacity: 184 k (A•F,.,,,) Design Capacity: 271 k (I 1 •Max Brace Capacity•1w) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0.75F,A,) 271 k > 271 k TRUE at F„ = 59 I ksi • Area Design Check 44 4% < 62% A, TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5” L.,, 15 8" F" 46 5 ksi • Buckling Capacity 637 k > 271 k TRUE Gusset Edee Loading ec 3 5" K 19 29 r 37 28 '13' 9 5" K' 80 6 H 25 5 k H,, 215.2 k eh• I 185" D 8 13 V,,, 38 9 k V 86.22 k 'a' 20" a 29 57' P,,, 46 5 k P,,,.,,. 231 8 k 109 rad 13 5 35" M,,, -105 8 kip -in M,,,,,, 825 24 kip-in Column Weld • a = 0.26, (if a < 0 I Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 44 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size• 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 845.6 k > 25 5 k Web Stiffeners Not Needed • Column Web Crippling 776 6 k > 25 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Beam Weld • a =0 259, (if a < 0 I Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 33 • Weld Size Required 5/16" _ < 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 845 6 k > 86 22 k Web Stiffeners Not Needed • Beam Web Crippling 340 7 k > 86 22 k Web Stiffeners Not Needed • Weld to Develop Gusset I I 81/16" > 5/16" TRUE Casino Check • Buckling Length 275" • Number of HSS 1; HSS Size HSS12X6X1/2, 1,,,,, 91 1 • Capacity (Euler's Equation) 293 k > 246 k (Max Brace Capacity•I36)) TRUE 2/8/2010 Page: 21j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S I e ' Grid: C 7 -8 Elev: 3rd -Roof LLC Column: HSS7x7x1/2 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC84g Eng. Mark: BRB -1 Brace Angle: 297 Brace # /end: 22i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1) 5/16" Length (L1). 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 31 1/2" Offset 1 1/2" I Column Weld Size (W3). 5/16" Length (L3) 23" Offset:0" Spec Load (P,): 68 4 k Max Core Area: 2 in F,_ 46 km Ile): 134 Max Brace Capacity: 92 k (A•F Design Capacity: 136 k (1 1 •Max Brace Capacity•13w) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F„ A 147 k > 136 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width. 12.5" L„ 8 95" F 48.8 ksi • Buckling Capacity 620 k > 136 k TRUE Gusset Edge Loading ec 3.5" K 17.29 r 33 71 'Q' 11.5" K' 56 1 H,,, 14.1 k H 103 7 k eb 11.85" D 5.33 V„ 19.5 k 47 67 k 'a' 17.25" a. 25.79" P„ 24 k Pb.., 114 2 k 0 1.05 rad p 4 84" M -93 7 kip-in M,,,,, 406 95 kip-in Column Weld • a = 0.289; (if a < 0.1 Concentric, if a> 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3.36 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 731 4 k > 14.1 k Web Stiffeners Not Needed • Column Web Crippling: 1089.1 k > 14 1 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Beam Weld • a 271, (if a < 0 1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 29 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 731 4 k > 47 67 k Web Stiffeners Not Needed • Beam Web Crippling 299 7 k > 47 67 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Casing Check • Buckling Length 288" • Number of HSS. 1, HSS Size HSS8X6X5 /16. I,,,,, 43 8 in • Capacity (Euler's Equation) 128 k > 124 k (Max Brace Capacity•pw) TRUE 2/8/2010 Page: 22i • Appendix B — Corner Gusset Connection Design TVF&R Command & Business Operations Center STAR New Gusset Plate SEISMIC ' Grid: C 7 -8 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x40 Brace Piecemark: WC84g Eng. Mark: BRB -1 Brace Angle: 29 7 Brace # /end: 22j i = brace lower end connection, j = brace upper end connection • Gusset Thickness: I 1/8" Brace- Gusset Weld Size (WI): 5/16" Length (L I ): 10" Number of Welds: 4 I Beam Weld Size (W2) 5/16" Length (L2) 28" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 14" Offset I 1/2" Spec Load (P„): 68 4 k Max Core Area: 2 in F,. •,: 46 ksi Pm: 134 Max Brace Capacity: 92 k (A`F,.,,,,,) Design Capacity: 136 k (I ['Max Brace Capacity•(3m) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F „A „) 147 k > 136 k TRUE at F„ = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width: 12.5” L 11.56” F„ 48 I ksi • Buckling Capacity 610 k > 136 k TRUE Gusset Edge Loading ec 35" K 122 r 2881 '13'.8 5" K' 55 5 H 16.5 k H. 101 3 k eb 8 95" D 6 4 V,,, 25 k V,,,. 42 12 k 'a' 15 5" a 21 53" P,„ 30 k P, 109 7 k 4). 105 rad p 5 32" M,, -52 4 ktp-in M 254 07 kip -in Column Weld • a = 0 227, (if a < 0 I Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 58 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size. 9 8/16 "> 5/16" - me • Tension Yielding of Column Web 487 8 k > 16 5 k Web Stiffeners Not Needed • Column Web Crippling 687 4 k > 16 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16" > 5/16" TRUE. Beam Weld • a = 0.215, (if a <0 I Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 51 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 11/16" > 5/16" TRUE • Tension Yielding of Beam Web: 487.8 k > 42.12 k Web Stiffeners Not Needed • Beam Web Crippling: 176 5 k > 42 12 k Web Stiffeners Not Needed • Weld to Develop Gusset II81/16 "> 5/16" TRUE Casing Check • Buckling Length 288" • Number of HSS 1, HSS Size HSS8X6X5 /16;1„,,, 43 8 in' • Capacity (Euler's Equation): 128 k > 124 k (Max Brace Capacity93oi) TRUE 2/8/20.10 Page: 22j • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate S E I S M lC' Grid: C 8 -9 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w0x0 Brace Piecemark: WC168d Eng. Mark: BRB -3 Brace Angle: 27 5 Brace # /end: 23i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI ) 3/8" Length (LI) 10" Number of Welds 4 I Beam Weld Size (W2) 5/16" Length (L2) 26" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 26" Offset Spec Load (P,): 136 8 k Max Core Area: 4 in' F,_ ® ,: 46 ksi Pm: 134 - Max Brace Capacity: 184 k (A•F,.,,,) Design Capacity: 271 k (1 l *Max Brace Capacity *(icu) Brace Checks • Brace to Gusset Weld Capacity. 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 271 k > 271 k TRUE at F.= 59.1 ksi • Area Design Check 44.4% < 62% A TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5" L 13 54" F,, 47 4 ksi • Buckling Capacity 650 k > 271 k TRUE Gusset Edge Loading ec 3.5" K -3.5 r. 22.27 'p' 13" K' 44.1 H,,, 42 6 k H 198 k eb 0" D 4 94 V,,, 125.1 k V 0 k 'a' 14.5" a 16 26" P,,,. 132.2 k P 198 k (I 1 09 rad (3. 10.28" M,,, -116 1 kip-in Mb.. 0 kip-m Column Weld • a = 0 105, (if a < 0 1 Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3.84 • Weld Size Required. 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 2231.3 k > 42.6 k Web Stiffeners Not Needed • Column Web Crippling 1223 k > 42 6 k Web StifTeners Not Needed • Weld to Develop Gusset' 11 81/16 "> 5/16" TRUE Beam Weld • a � (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentnc Loading Used, Eqn J2 -5 • Weld Size Required. 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31 6/16" > 5/16" TRUE • Tension Yielding of Beam Web. 2231 3 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling. Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 275" • Number of HSS 1, HSS Size HSS12X6X1/2,1,,, 91 1 in • Capacity (Euler's Equation) 293 k > 246 k (Max Brace Capacity(w) TRUE 2/8/2010 Page: 23i • • Appendix B — Corner Gusset Connection Design TV■&R Command & Business Operations Center' New Gusset Plate S E I S M I C ' Grid: C 8 -9 Elev: 2nd -3rd LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC168d Eng. Mark: BRB -3 Brace Angle: 275 Brace # /end: 23j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Size (WI) 3/8" Length (L I) 10" Number of Welds: 4 Beane Weld Size (W2)• 5/16" Length (L2)• 37" Offset 1 1/2" Column Weld Size (W3) 5/16" Length (L3): 16" Offset 1 1/2" Spec Load (P I 36 8 k Max Core Area: 4 in' F, „,,,.,: 46 ksi Pm: 1 34 Max Brace Capacity: 184 k (A'F,.,,,,) Design Capacity: 271 k (I 1 •Max Brace Capacity•(im) Brace Checks • Brace to Gusset Weld Capacity 334 k > 271 k TRUE • Brace Net Section Yield Slot Capacity (0.75F,A „) 271 k > 271 k TRUE at F, = 59 1 ksi • Area Design Check 44 4% < 62% A, TRUE Gusset Plate • Block Shear 616 k > 271 k TRUE • Whitmore Section, Width 13 5” L „ 15 55” F,, 46 6 ksi • Buckling Capacity 639 k > 271 k TRUE Gusset Edge Loading ec 3 5” K 19.29 r 37 28 'a'. 9 5" K' 80.6 H 25.5 k H, 215 2 k eb• 11 85" D 8 13 V„ 38 9 k V 86.22 k 'a' 20" a 29 57" P,„, 46 5 k Pie„, 231 8 k m 109 rad p 5 35" M. -105 8 kip-in M 825.24 kip-in Column Weld • a = 0 26; Of a <0 1 Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8-4, C = 344 • Weld Size Required 5/16" <5/16" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web 845 6 k > 25.5 k Web Stiffeners Not Needed • Column Web Crippling 776 6 k > 25 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Beam Weld • a 4.259, (if a < 0 1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 33 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size: 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 845.6 k > 86.22 k Web Stiffeners Not Needed • Beam Web Crippling. 340 7 k > 86 22 k Web Stiffeners Not Needed • Weld to Develop Gusset• 11 81/16" > 5/16" TRUE Casing Check • Buckling Length 275" • Number of HSS I; HSS Size HSSI2X6X1/2, l,,, „: 91 1 in' • Capacity (Euler's Equation) 293 k > 246 k (Max Brace Capacity'(3(o) TRUE 2/8/2010 Page: 23j Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center STAR Existing Gusset Plate SEISMIC Grid: C 8 -9 Elev: 3rd -Roof Column: HSS7x7x1 /2 Framing Into: Flange Beam: w24x68 Brace Piecemark: WC84g Eng. Mark: BRB -1 Brace Angle: 29 7 Brace # /end: 24i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (WI) 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 31 1/2" Offset 1 1/2" I Column Weld Size (W3) 5/16" Length (L3) 23" Offser0" Spec Load (P,): 68 4 k Max Core Area: 2 in' F,_ 46 ksi gym: 1.34 Max Brace Capacity: 92 k (A•F.. Design Capacity: 136 k (1 1 •Max Brace Capacity(3tu) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0 75F,A,) 147 k > 136 k TRUE at F. = 59 ksi • Area Design Check 42 I% < 62% A, TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section, Width 12.5" L,,, 8 95" F,, 48 8 ksi • Buckling Capacity 620 k > 136 k TRUE Gusset Edge Loading ec 3 5" K. 17.29 r 33.71 '13' 11.5" K' 56 1 H 14 1 k H 103 7 k eb 11.85" D 533 V „ 19.5k V,,,, 47 67 k 'a' 17.25” a 25 79" P „ 24 k 114.2 k 41. 105 rad 3 4 84” M„ -93 7 kip-in M 406 95 kip-m Column Weld • a = 0 289, (if a < 0 1 Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 36 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 731 4 k > 14 1 k Web Stiffeners Not Needed • Column Web Crippling 1089 1 k> 14 1 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16" > 5/16" TRUE Beam Weld • a x.271, (if a < 0 I Concentric, if a > 0 1 Eccentric) Eccentric Loading Used, Table 8-4, C = 3 29 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 12 3/16" > 5/16" TRUE • Tension Yielding of Beam Web 731 4 k > 47.67 k Web Stiffeners Not Needed • Beam Web Crippling 299.7 k > 47 67 k Web Stiffeners Not Needed • Weld to Develop Gusset 11 81/16 "> 5/16" TRUE Casing Check • Buckling Length 288" • Number of HSS 1, HSS Size. HSS8X6X5 /16, I,,,, 43 8 in" • Capacity (Euler's Equation) 128 k > 124 k (Max Brace Capaciq'130) TRUE 2/8/2010 Page: 24i • Appendix B — Corner Gusset Connection Design A�.. TVT &R Command & Business Operations Center STAB r ,... New Gusset Plate SEISMIC' Grid: C 8 -9 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x40 Brace Piecemark: WC84g Eng. Mark: BRB -1 Brace Angle: 29.7 Brace # /end: 24j i = brace lower end connection, j = brace upper end connection Gusset Thickness: I 1/8" Brace - Gusset Weld Sizc (WI) 5/I6" Length (LI ). 10" Number of Welds: 4 J3eam Weld Size (W2) 5/16" Length (L2): 28" Offset. 1 1/2" Column Weld $vr (W3) 5/16" Length (L3) 14" Offset 1/2" Spec Load (P 68 4 k Max Core Area: 2 in F,.,,,,,: 46 ksi po: 1.34 Max Brace Capacity: 92 k (A•F,.,„„) Design Capacity: 136 k (I I •Max Brace Capacity•(Sw) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TR111: • Brace Net Section Yield Slot Capacity (0 75F „A„) 147 k > 136 k TRUE at F„ = 59 ksi • Area Design Check 42 I% < 62% A, TRUE Gusset Plate • Block Shear 561 k > 136 k . 11R11E • Whitmore Section, Width• 12 5” L,,,• II 56" F„ 48 I ksi • Buckling Capacity 610 k > 136 k TRUE Gusset Edge Loading ec 35" K 122 r 2881 '13' 8 5" K' 55 5 H,,, 16 5 k H,.„„. 101 3 k eb 8.95" D 6 4 V„ 25 k V 42 12 k 'a' 15 5" a 21 53" P,,, 30 k P 109 7 k 0 105 rad 13 5 32" M -52 4 kip-in Mir„„, 254 07 kip-in Column Weld • a = 0.227, (if a < 0 I Concentric, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4, C = 3 58 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 487 8 k > 16 5 k Web Stiffeners Not Needed • Column Web Crippling 687 4 k > 16 5 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16 "> 5/16" TRUE Beam Weld • a x.215, (if a < 0 I Concentric, if a > 0 I Eccentric) Eccentric Loading Used, Table 8-4, C = 3 51 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 11/16 "> 5/16" TRUE • Tension Yielding of Beam Web 487 8 k > 42.12 k Web Stiffeners Not Needed • Beam Web Crippling 176.5 k > 42.12 k Web Stiffeners Not Needed • Weld to Develop Gusset 1181/16 "> 5/16 " TRUE Casing Check • Buckling Length 288" • Number of HSS I. HSS Size HSS8X6X5 /16; 1„„ „• 43.8 in' • Capacity (Euler's Equation) 128 k > 124 k (Max Brace Capacity•p ») TRUE 2/8/2010 Page: 24j • Appendix B - Midspan Gusset Connection Design TVF&R Command & Business Operations Ctr. STAR Project: 9.7 C B.7 Grid: 2nd - 3rd SEISMIC° Up. or Low.: Upper Beam : w18x35 Brace Ang: 70.6 ° L-L-C Brace : WC126a Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 42 " Size: 5/16 " Brace Weld:I 5/161" Fillet Length : I 10.0" # Welds .1 4 I Brace Load: 138 k 8w: 1.34 Design Capacity: 203 k Brace Weld Capacity: 278 > 203 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 589 > 203 TRUE Whitmore Section Width: 13.04 L 11.22 Fcr: 43.4 Buckling Capacity: 636 > 203 TRUE Beam: Beam Weld Cap: 546 > 135 TRUE Gusset Layout 20 - in - 1 I I I I 0.". 1 1 I I -25 -7n -15 -1n - _� ® 0 `• 5 10 15 25 -20 -30 -I ., ...,f -50 - ` -60 - Inches 2/5/2010 Appendix B - Midspan Gusset Connection Design TVF&R Command & Business Operations Ctr. ,z t STAR ,4. Project: C 4 -5 Grid: 3rd -Roof SEISMIC Up. or Low.: Upper Beam : w18x40 Brace Ang: 48.7 ° LL Brace : WC84b Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 54 " Size: 3/8 " Brace Weld:I 5/161" Fillet Length : ( 10.01" # Welds : ( 4 Brace Load: 92 k 13w: 1.34 Design Capacity: 136 k Brace Weld Capacity* 278 > 136 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 561 > 136 TRUE Whitmore Section Width: 12.54 L,,.: 17.69 Fcr. 41.1 Buckling Capacity 579 > 136 TRUE Beam: Beam Weld Cap: 880 > 179 TRUE Gusset Layout 20 - 50 - S �� I 0 50 co d 7 -20 C s%d -30 1 b op lip: .`> -40 -50 -60 • Inches 2/5/2010 Appendix B - Midspan Gusset Connection Design TVF&R Command & Business Operations Ctr. STARL, Project: C 4 -5 Grid: 2nd -3rd SEISMIC" Up. or Low.: Upper Beam : w24x68 Brace Ang: 48.2 ° LLC Brace : WC168c Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 66 " Size: 3/8 " Brace Weld:I 3/8 I" Fillet Length : 10.01" # Welds : I 4 Brace Load: 184 k 3w: 1.34 Design Capacity: 271 k Brace Weld Capacity: 334 > 271 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 616 > 271 TRUE Whitmore Section Width: 13.54 L,,,: 20.04 Fcr: 40.0 Buckling Capacity: 609 > 271 TRUE Beam: Beam Weld Cap: 1064 > 361 TRUE Gusset Layout 20 -50 •0 -30 -20 -10 20 30 4 (i 50 d C -30 -50 - -60 - Inches 2/5/2010 Appendix B - Midspan Gusset Connection Design TVF &R Command & Business Operations Ctr. -..--; sTARf Project: C 4 -5 Grid: 1st -2nd SEISMIC' Up. or Low.: Upper Beam : w24x68 Brace Ang: 46.1 ° L-LC Brace : WC168b Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 66 " Size: 3/8 " Brace Weld:1 3/8 1" Fillet Length : ( 10.01" # Welds : ( 4 Brace Load: 184 k E3w: 1.34 Design Capacity: 271 k Brace Weld Capacity: 334 > 271 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 616 > 271 TRUE Whitmore Section Width: 13.54 L „ 24.88 Fcr 37 5 Buckling Capacity: 572 > 271 TRUE Beam: Beam Weld Cap 1064 > 376 TRUE Gusset Layout 20 - lu - I i i I I 0,.. I I I -50 -4Q -30 -20 -10 , • ' 0 • , 10 20 30 40 50 -10 C.) - - - -- *- - -�- - --- -- C -20 -40 1 - - - . 41140 -50 Inches 2/5/2010 • Appendix B - Midspan Gusset Connection Design TVF&R Command & Business Operations Ctr. STAR Project: 9.7 C B 7 Grid: 3rd -Roof SEISMIC' Up. or Low.: Lower Beam : w18x35 Brace Ang: 71.6 ° LLC Brace : WC84a Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 28 " Size: 5/16 " Brace Weld: 5/16" Fillet Length : I 10.01" # Welds :1 4 Brace Load: 92 k 13w. 1.34 Design Capacity: 136 k Brace Weld Capacity: 278 > 136 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 561 > 136 TRUE Whitmore Section Width: 12.54 L „,: 3.17 For: 44.9 Buckling Capacity: 633 > 136 TRUE Beam: Beam Weld Cap: 317 > 86 TRUE Gusset Layout 20 - In - I I I I I 0 "\ I I I I 1 -25 -20 -15 -10 -5 . ” 0 `. 5 10 15 20 25 m . ' -1 u N. - r - -- - -, - -. -- ... - -.. - -- - - -- -- -- -. - - -- -- -- -- - - -- C -20- - - . -� j ' -30 - / -40 - NW • -50 - Inches 2/5/2010 - -- - - -- -- - - - - STAR SEI5MIC LLC STAR SEISMIC WILDCAT M BUCKLING - RESTRAINED BRACES Appendix D Sample Calculation Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 This sample calculation is included to outline the methodology used in the programs used on sTAR this project. It does not include information C TM specific to this project. SEISM! Typical Example Calculation: LLC 0 30 0' 0 10 PARAPET t J TO PARAPET PARAPET 1 141 '_4" Ij 1 r' - -. .... ... --2 N.\.. - .._.._.. ...__ ...- ...... -�,r ..4 _..... ii - >� �\ ` I It 41 §t'. l -0 1 SECOND FLR �.-.. .-'_.— — — • —. —•— — —. —._. _— ..^, —.— .... -. - -- _..-_. ' . - 118' -1Y — I , . 00 , il s - N, L. � I 50Ff1T i :_..._ -.. . .. i t _._. I . ._.__ -� ` - 11Q' - 4— 1 3 I FiRSt TLR � ` 1Q0' -CR I ✓ I l �_ I I I Brace frame brace BRB -2, Grid J 2 -3 lines from elevations 1 -2. A ieq =4.5 in Brace given mark WC200h. (Brace #1 in drawing above). p= I =1.0. 42 ksi <Fysc <46 ksi per engineer. L „, „ =V228+360 = 426.1” L g„sse, —�ser = 27' -8 "= 332 Lc. = 15.75" L = 332 — (2)(15.75 ") = 300.50" Strand Detail _r_______ 1 6.0 " *1 bar *3/4''(x10 ") =4.5 in` 15.75 300.50" 15.75 Stiffness Evaluation: Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 • • i - - - • ,, = EA STAR/Y L SEISMI ; h, — 29000(4.Sin = 434k /in core 300.50" L LC The stiffness of the region from the gusset to the steel core is given as: K 29000(0.75in)(1 n end = —13,810k/in 15.75" K `n 1 1 1 = 409k /in I. + + K end core , end The stiffness based on the specified area of steel extending from WP -WP: EA . . 29,000(4.5in ) Fymin = 42 ksi Pcmk WC200h K N . _ N , = Nr -HP = = 306k / in Fymax = 46 ksi FBWidth L. 10 L 426. lin , E = 29,000 Ru max = 207 409k / in Unreduced FB width = 10 in BRB Type - Single K eff / K = = 1.33 Cd = 5.0 Aspec (in 4.50 NP -up 306k / in Frame Line J 2 -3 Level Base -2 Determination of Overstrength Factors: BRB# 1 Brace Yield= • 207 # Internal Cores 1 • Elongation of the brace can be given by the Thickness steel core (in) 0.75 relationship: BRB Pbx (kip) 207 P Brace Min Area 4.50 = Rise (in) 228.0 O bm K eff Run (in) 360.0 WP -WP Length 426.1 Where P" does not include p (service level). Since P„ is • Lgus -gus (in) 3320 _ • not given in the contract documents, it was # Welds 4.0 conservatively approximated using the relationship: (Approx) Weld Length 14.0 L (in) 300.50 End PI - Reduced 15.75 A„F,, ,," 4.5in (42ksi) — Ksteel core (kip /in) 434 Pn = — 189k Pi (1.0)(1.0) Kconnection (kip /in) 13,810 Keff (kiprin) 409 Brace is sized for stiffness, not strength. Note that Fymin Kwp-wp (kip/in) 306 is usually 38 ksi, but for this project was specified as 42 Ratio Keff/Kwp -wp 1.33 ksi. ebx (in) 0.51 e = Cde .2.53 2.oe (in) 5.07 0 _ P. = 189k = 0.51in Ab 0.44 b x K eff 409k / in y Ductility Demand = 2.04 /e 12 2 Abm = 2 CDAbx = 2(5)(0.51in) = 5.07in c 1.69% Welded w 1.49 5.07" — Welded wl3 1.53 e = 1.69% R Welded 1.03 bm 300.5" The equations for c and wf derived from testing of the WildCatTM braces are: Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 W = 0.26798e + 1.0333 STAR/P:7 wl3= 0.45186s +0.7691 S where E is in percent strain. L LC w = 0.26798(1.69)+1.0333 =1.49 wf3 = 0.45186(1.69) + 0.7691 =1.53 Maximum loads from brace: The maximum load on the casing is: P ysc Asc F'rsc P = (4.5in = 198.45k Cm = O /Pvs, C = (1.53)(198.45k) = 303.6k Note that in this example the material for the project has been selected. If the material has not been selected, then connection design is done at 46 ksi or Fyma Connection Design is required to be done to the minimum force level: 1.1C = 1.1(303.6) = 334k HSS Casing Capacity: Casing follows Euler's Buckling Equation: gP = 0.85 L` Lgusset- g usset =220 in E =29,000ksi Try HSS12x12x1 /4 1. =248 in l in Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 S :i SEISMIC' LLC Brace Design STAR, Grid: Line .12-3 at el Base-2 SEISMIC LLC Brace : IWC200h IBRB -2 IRef. S -201 ]Length (ftj30 i Strand Tk's 314 inch Weld Site 5/16 inch Strand Width 10 inch Weld Lgth 14 00 inch # StrandsiHSS 1 Strand Fy 42 -46 ksi Brace Load 207 flw = 1.6 Design Load = 364 For Weld (load' .'1.1) Design Load = 331 For HSS (load' _ ) Weld Capacity Fillet Capacity 390 > 364 TRUE Net Section Yield 50-83 ksi stress at slot 60.00% < 60% of 4 TRUE Exterior Shell Capacity HSS12x12x114 # of Shells= 1 lxx = 248 mA4 Em = 29000 ksi lyy = 248 m A4 Euler Capacity = 644 kip Design Cap = 547 > 331 TRUE (Euler • .85) 71.2 _ 2 (29000)(248in4) �P = 0.85 = 547k < 331k .'. OK `• (332in) Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 ;Park City, - (435)940 -9222 Gusset Connection: STAR177 Recent testing has shown that a smaller I S M I C TM interface yields a better performing LLC system. Gusset plates are sized by locating the edge of gusset at a minimum distance from the beam /column juncture while not compromising the Whitmore Section for buckling of the plate and while attempting to minimize the size of the connection welds. Typical Gusset Connection: W 10x68 Co_ l umn • 1" Gusset Plate � 24" Wz- Fillgth L1 =14in L =22.7' tsc 1ba et n (0.75in) =.75 in ,: J - (dashed line -W tmore Section Region) 20.5" Base Plate Brace -to- Gusset Weld Capacity: Equation J2 -2 or J2 -3 and Table J2.5 for Fillet Weld: qR f = 0.6(0.75)F A = 0.6(0.75)(70ksi) w =1.392w 16(�) Where w=weld size in 1 /16ths of an inch. ¢R f = 1.392w = 1 .392(5sixteenths)(14in)(4welds) = 389.76k > 364k Block Shear of Gusset: Equation J4 -5: OR„ = 0.75[(0.6)F„ A„,, +U ns A ] <_ 0.75[0.6F,,A +U bs Fu An, ] ORn = 0.75[(0.6)F 2L, t + F (t )] <_ 0.75[0.6F,, 2L,t + F (t )(1„)] Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 y.4..1' TAR , Lw 6 f;. S EIS IC LLC OR„ = 0.75[(0.6)(65ksi)2(1 + 65ksi(lin)(0.75in)] = 819k + 36.6k = 855.6k <— 0.75[0.6(50ksi)2(14in)(lin) + 65ksi(lin)(1.5in)] = 630k + 36.6k = 666.6k Governs OR„ = 666.6k > 364k OK Gusset Buckling Capacity: Whitmore lengths: (26.9 +21.6 +19.7)/3 =22.7 in = Lave Whitmore width: 16.91 in kl = 0.65L 12 = 0.65(22.7in) 12 = 51.2 r °� i ce , lin kl .71 E =4.71 29,000 <4 = 113.43 >51.2 r F y 50 So equation E3 -2 governs: F =[0.658 F ' F it 7x F — - = 109.3ksi ( KL/ 2 (51.2) r 5oks, F = 0.658 50ksi = 37.2ksi o = 0.9F„A = 0.9(37.2)(lin)(16.91in) = 628k > 364k ... OK Star Seismic, LLC. 6300'N. Sagewood Dr,.Suite H #511 Park City, UT .84098 . ; (435)940-9222 L - • Gusset Edge Loading: ' R Uniform Force Method utilized, using the method for analysis of SEISMIC TM existing connections so that the LLC connection can be designed for the best geometry T3 = (L„„ — offset) / 2 + offset = (24in — l in) /2 + l in = l 2.5in = (Lhorz— offset)/2 + offset = (20.5in — lin)/ 2 + lin = 10.75in K = e tan B — e = 0 tan(57.65) — 5.2in = —5.2 K'= a tan B + = 10.75in(tan(57.65) + 10 ' 75in J = 26.22 12.5in ) a 2 z D= tan — = tan +( 10.75in 5 = 3.23 f3 12.5in )J 2 K' tan 9 + K a — 26.22 tan(57.65) — 5.2( 0.75in J D 3.23 12.5in — = 11.6in _ K' —K tan8 _ 26.22 +5.2tan(57 D 3.232 = 10.65in r = V(a +e +(13+e = V(11.6 +5.2) +(10.65 +0) =19.9 e 10.4/2 =5.2in = 57.65 V l3P/ r= 10.65(364k)/19.9=11a4..9k ---\,\ H /c= 5.2(364k)/ 19.9in -9�5�� •.i _ j 3 =10.65" • Vb= ehP /r= Oin(364k) /19.9in =Ok • Hb =aP /r f 1.6(364)/19.9in= 212.6k a =1 1.6" ' "t "E. eb= 0in/2 =0 M� = (/3 = (10.65in — 12.5in)95.2k = —176k — in M = (a — a )V = (11.6in — 10.75in)Ok = Ok — in Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 v Gusset Weld Size: If the eccentric weld table a value is less than 0.1, then the weld is E ism C considered concentric. For the L LC column weld here, Ecc,= M /H,=- 176k -i n/95.17k =- I.85 i n a 1.85in /(24in -1 in) = -.08 so connection is considered concentric. For concentric connections, equation J2 -5 was used: = = (0.6)F (1.0 + 0.50 sin' S B) B = tan - ' V or tan - ' H ` H V� = 0.707(2welds)(Lw)(� 6 ) For the column weld: = 95.2 _ 26.02 194.9) F „, = (0.6)70ksi(1.0 + 0.50 sin' S 26.02) = 48.1 ksi A. = 0.707(2welds)(24in — lin)( = 10.16in = OF A = 0.75(48.1ksi)(10.16in) = 366.6k I.25P = 1.25 JV + H„2 = 1.25194.93` + 95.17 = 271.2k < 366.6k .'. OK Or method 1 for eccentric connections - Peak Stress Method: For the column connection to the gusset: V _ 194.9k = 8.48k / in f Lc 24in — lin H 95.17k = 4.14k / in f — _ L 24in —lin M� - 176.04k — in = 2.0k / in f �` — _ S„,_ 88.17in L (24in —I in) 2 2 S „,_ = 6 = 6 = 88.17in Star Seismic,'LLC• 6300 N.'Sagewood Dr,. Suite .:H. #51'1 •Park City, UT .84098 • -(435)940 -9222 STARZ:of SEISM LLC f reak = � f 2 +(f + f_ = j8.48 +(4.14 +2.0) = 10.46k / 1.25f - 1.25 ` + (f °- ` - fn -` )2 + fre a k -` .1.25 y8.48 2 +(4.14 -2.0) +10.46 ave -c 2 2 1 . 25 face_c =12.0k/in > 10.46k / in -> freak-c = 1.25f „„ .'. Governs f OYe 12 / in wa_m. = _ = 4.3 lsixteenths < 5sixteenths .'. OK 2(1.392) 2(1.392) Or method 2 for eccentric connections - Eccentric Tables Method (Table 8 -4): For the column connection to the gusset: a = -.08 k = ° = 26.02° Look up values for a= 0 and a =0.1, 0 = 30 °, C0 -30 =4.18, Co.1 -30 =4.04 Look up values for a= 0 and a =0.1, 0 = 15 °, Co-15 =3.84, C0.1 -15 =3.79 Interpolating between a values: C O 08 -30 - = 0.08 -0 (4.04- 4.18) +4.18 = 4.068 0.1-0 C 0.08 -0(3.79 - 3.84) +3.84 =3.8 0 08 -� s = 0.1- 0 Interpolating again between angles C = 26.02 -15 (4.068- 3.8) +3.8 = 3.996 0 o8 -ze oz 30 -15 1 P 271.2k w�_m• = ` °' = = 3 .9 sixteenths < 5sixteenths .'. OK 0.75CL 0.75(3.996)(24in - 1) Procedure repeated for gusset connection to beam. Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 _ f „ S a K. Local Beam /Column Checks: SEismicio Column: W 10x68, d= 10.4'', t„,=0.47-, L LC k= 1.4375 ", tf= 0.77' Column Flange Fracture at Weld min tf: 3.09w 3.09(5) OR„ = = — 0.238in < 0.77in OK F. 65ksi Tension Yielding at Column Web (J10-3): OR„ = 1.0(2.5k + N)t,,,F = 1.0(2.5(1.4375") + (24in — l in))(0.47in)(50ksi) OR„ = 624.95k > 95.17k = H,... OK Column Web Crippling (J10 -5): N _ L W ��,,_� „, —1 = 24in — l in = 2.21 >0.2.'. /10 -5b d d 10.4 ¢R„ = 0.75(0.4)t i.s 4 t ]JEF.1 l +(d — 0 . 2 ` t H f N OR„ = 0.75(0.4)(0.47) 1+ (4(?.21) — 0.2 0.77t1 's ,I (29000ksi)(5 ) OR„ = 523.3 > 95.17 = H ...OK Stiffeners not required. Procedure repeated on beam when beam/column connection. Star Seismic, LLC ••6300 N: Sagewood Dr, Suite H #5.11 Park City, UT , 84098 (435)940 -9222 Welded Brace Grid Lore J 2-2 Elevation . Base 5 1 Column : tv10x05 Beam : w0r.0 edi Brace Ang 32.3471435 SEISMIC MOD Brace bMOD 1 1 Brace - WC230n Vert. Gusset Weld Herb_ Gusset Weld Gusset Tk's = 1 Length 22 Length 1F 112 LLC Sae 5!1e Size• 5/:e Brace Weld I e /15IRIlet Length 114.0 Iiii Welds I.1 Brace Load 207 like - 1 eo fMax A`Fymaal P= 4 50 Spec. Load 160 Fy= Ire Modeled Area r#N/A Design Capacity = 384 Brace Weld Capacty= 300 > 364 TRUE Core Net Capacity 50.83185 km a: slot eD C0% r60% TRUE Gusset Plate (D3-21 Btodk Shear= 687 > 364 TRUE Wtutmore Secoon Width = 18.91 Lave = 22.72 Fa = 37.2 Buckeng :.apeay = 025 > 384 TRUE Tensior. YieWpq= 760 77 > 384 TRUE Gusset Edge Loading cc= 5.20 K= -520 r= 10.01 b= 12.50 M = 2e.22 Noel = 0:.17 Hb = 212.61 Sw -pot= 82.17 Swbean 83 39 eb = 0.00 D = 3.23 Veal = 194.03 Vb = 0.00 fu-co l= 5 48 iv- beam= 13.90 a = 10.75 Aloha= 11.82 Fcol = 218.92 Pb = 212.01 fa- ol= 4 14 is -bean 0.00 Cm 1.01 Bea = 10.05 Mod = -175.04 Mb = 0.00 fxol= 2.00 fo-bearrw 0.00 Column Weld Cancer= Load Case Applicable - Concentnc Loading Used Concertos Cambay 388 7 > 2712 (1.251%0 Eocerene Load Case tmisra x 10.45 Fan a= -0 08042 WA • Caneereu Loading Used 1�4 12.00 klin C. 3.990472 11100+s of Weld to develco gusset= 1050 Rae weld not to exceed Mtn 1 /18ths, Box Weld Tables TRUE Web aces not exceed plate capao Mm 11186s of weld rep at mar of above = 4.31 > 5 3.9 4 5 TRUE Load does not exceed weld cacao Shear Fra=ire Strength - Gusset= 672.75 > 194.93 TRUE Beam Weld Tension Fracture Strength- Gusset= 950.625 > 95 17 TRUE Cawenatc Load Case Applicable - Concert= Loading Used Concemncr - _oy 271 5 2858 tt25`P, Eocenstc Loan Case r xan, 10.90 win a= C N/A - Concert= Loading Used 1254.,_,,,. 1383 loin C= 3.71 1/100s of Weld to develcc gusset- t0S0 Rea weld not to exceed Mm 1 /18ths, Ea. Weld Tables TRUE Weld does not exdeeo plate papaw Mm 'Meths of weld rep at max of above = 4 00 > 5 4.00 c 6 TRUE Load does not exceed weld eapaci Shear Fraccire Strength - Gusset= 570.375 > 212.01 TRUE Teasron Fracture Strength- Gusset= 950.625 > 0.00 TRUE Beam Checks Beam Flange Fracture mm ft 0 > 024 TRUE Conservativey checks beam t, to develop welds Tersmn Ytetdoig of Web 0 > 0.00 Web StMfeners Not Needed Web Coping 000 > 0.00 Web Stiffeners Not Needed Column Checks Co Flange Fracture nun e.. 0 77 > 0207680 TRUE Tension Yielding of Column Web 024.953125 > 05 17370 Web Stiffeners Not Needed Colon Web Crrppimg 5232847971 > 85 17379 Web Stiffeners Not Needed Gusset Layout 43 3D I .„ , ..........;•.:. _. , , r, t 20 • 15 I 13 I 5 .1 1 ....- '. - ... - ..- .- ' ... " - - . - - - . - . ' / -13 0 10 20 33 40 50 e0 itches Appendix B includes brace calculations for each brace using the above methodology. Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 STAR SEISMICTM LLC STAR SEISMIC TM WILD A T BUCKLING - RESTRAINED BRACES Brace & Gusset Calculations Addendum TVF &R Command and Business Operations Center Tigard, OR Structural Engineer: KPFF Consulting Engineers (Portland, OR) General Contractor: Howard S. Wright Contracting THIS DOCUMENT HAS BEEN REVIEWED FOR GENERAL COMPATIBILITY WITH DESIGN CONCEPT AND THE FOLLOWING IS NOTED: X NO EXCEPTIONS TAKEN ❑ REVISE AS NOTED / ❑ REVISE AND RESUBMIT ❑ REJECTED ❑ i kpff 1 K E 02/19/2010 By Date 1 February 19, 2010 Star Seismic. LLC 6300 N. Sagewood Dr, Suite H #511 Park City. UT 84098 (435)940 -9222 This addendum affects the "Brace & Gusset Calculations" package for TVF &R Command and Business Operations Center dated February 10, 2010 SEISMI M Below is a list of changes: LLC Brace Length Change One brace, BRB 20 (Grid 9 /C -B.7 at el. 3" has changed in length to adjust to new field measurements. It was 13' - 10" and now it is 12' - 4. This changed the shop drawings (WC84c, s84c), stiffness analysis. lower gusset calculation sheet (20i), and elevation layout (S -04) for this brace. New Midspan Connection The midspan gusset for BRB 17 and 18 (Grid 9.7/C -B.7 at el 3 -Roof) was originally designed assuming this was an existing gusset. However, this has been redesigned to reflect a gusset design for a new gusset. This changed the gusset schedule (WC -01) and the calculation sheet (17i). Utilizing an Existing Gusset In Lieu of Replacement It has been found that the connection at Grid 7 /C -B.5 at el. 2 -3 brace 11, can be used rather than replaced. To keep the brace symmetrical the thickness for the new gusset plate thickness at the upper end of the brace was increased to match the lower end. This changed WC -01 and the calculation sheets (1 l i 1 1 j), and the gusset schedule (WC -01). Slotting the Gussets Through the Columns The original design required the gusset plates be slotted through the column and welded on both sides. In Appendix E below are the calculations proposing that this will not be required. Engineer Note on WC84a There is a note from the engineer stating, "Please indicate brace to gusset welds and submit to engineer for record ". This information is listed as WI and LI on the gusset detail and schedule sheet (detail 5 and 8 on WC-01). Current Core Material Allocation Currently (16) of the (20) braces for the project have had core material allocated. Table 1 shows piecemark, BRB number(s), heat number, and F for the braces that have been allocated. Appendix C contains the required analysis for the selected core material. When the remaining core material test results become available, this will be provided in an additional submittal. Star Seismic, LLC 6300 N. Sagewood Dr, Suite •H #511 Park City, UT 84098 (435)940 -9222 . . ., . .., . • STAR SEISMICTM LLC Table 1. Core Material Allocation Strand 1 Pcmk BRB No._ I Heat No. 1 Fv __ Thkn 1 ! 1 (ksi) 3/4" i WC126a 15, 16 j 403 -4349 1 40.6 3/4" i WC126b 7, 9 920-3626. 910-1212145.6, 43.0 3/4" I WC126c 10 ! 910 -1214 1 43.3 3/4" I WC126d 13 � 403 -4349 40.6 1" WC84a 17, 18 402 -5695 41.0 1" I WC84b I 5, 6 I 403 -0920 I 41.5 1" I WC84c I 20 _ I 810 -1713 1 44.8 1" I _WC84d 8 1 810 -7775 1 43.1 1" i WC84e i 12 402 -7566 l 39.6 1" WC84f 14 402 -7566 1 39.6 1" I WC84g 22, Not Allocated _ 1" ; WC168a 19 _ 910 -1214 I 40.2 _ 1" ! WC168b 1, 2 402 -5695 _ 41.0 1" I WC168c 3, 4 810 -7775 _ 43.1 1" I WC168d 21 23 i Not Allocated 1" I WC210a 11 T 403 -0918 1 43.2 Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #51 1 Park City, UT 84098 (435)940 -9222 STA SEISAnKim • ,e STAR SEISMIC WILDCA M BUCKLING- RESTRAINED BRACES Appendix A Stiffness Spreadsheet Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #5] ] Park City, UT 84098 (435)940 -9222 ( .r TVFR Command and Business Operations Center Stillness Analysis F,,,,, = F,,,,,.' E = I R =8 r= I= Lconn (in). 29,000 1 5.00 1 1.5 10 inside tube straight section 1.34 Use pm lEng I�laa ' ksr Cd (5. R =8. 5 5, R =7) 5.75 Gap&PL ammo ( - 1.d91 ) .1.1 0950% 129 -120 I WildCat" Brace Information I Brace Capacity Analysis I WildCat Brace Stiffness Analysis I WildCat Overstrength Factor Analysis 1 Modeling Tools I E ` c W 3 2 ° LL 3 m m 5 @ 5 o a > > s 4 ,. 9 4 c2 m c m c k . a 8 a, C f a i r v c E �E p E Y 8 y r L o 'c_ 3 �f ` m �. Z.4 EE O E S _ g ,. - E 0, Y 8 S ll G - - 5 N rn @a 4 a1 Y � w E U LL LL j m g e. ` w ' 'T a a � td a a c ' ' ' iC 4 ' se a ) 3 4 o' A U I4 3 a 3 &' m ..,-,-,,T. c2 ? d a e ' X 20 9 C - 7 3rd - Rool BRB - WC84c 76 2 2 76 92 1 1_ _ 1 00 1 • 75 202 8 126 0 94 5 15 75 614 8,746. 538 • 286 1 88 • 45 6 0 08 0 42 0 85 0 12 7 0.90 %' 1 27 1.34 ; -1 17 -1.34. 100 38 0 46 0 286 1 88 1.98 0.95 3 96 57 420 2/19/2010 100108 Tualatin WildCel Beam Column Mid MASTER STAR SEISM[M C LC STAR SEISMIC WILDCA M BUCKLING - RESTRAINED BRACES Appendix B Gusset Schedule, Brace Elevations, and Brace & Gusset Calculation Sheets Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #51 I Park City, UT 84098 (435)940 -9222 I • K SEAN we . LE VT SAM - . _ 8E ELEV. K Cfl. SEE ELEV. .. K XL a�I w ' A 1i W`I , VP "' , WILDCAT CONN. SCHEDULE E PC1pfi RISTRM® • 01 TMC � 41E L \ \41 .--.--.2 I Star Seismic Location I Brace to Gusset Weld Gusset PI. Beam Weld WALL ao TRAIL SINGLE •© i © I — 9 Brace No. Pcmk I Grid Elev. UorLINo.Welds W1 L1(In)Thkns(Ina W4 L4(In)j 5 5 I 17, 1B . _ 1WC84a 19.7 C- B_713rd- Roof] L I 4 5/161 10 1 1/8 1 5/16 j 18 I STRAND PLATE MAX PLATE - TYP. BRACE TO COLIDDI RANGE CONNECTION TYP. BRACE TO COLUMN RANGE CONECTMN O BRB MIDSPAN CONNECTION SCHEDULE (NON- MOMENT CONNECTED BEAM) MOMENT CONNECTED BEAM) B (WELDED CONNECTIONS) MrE O SINGLE TUBE / NON- MOMENT BEAM O SINGLE TUBE / MOMENT BEAM t°'O L ALL GUSSET PLATES ARE TD SE AJTR -OP$ NTS NTS L. Oil _MDOSM WILDCAT C❑NNECTI ❑N SCHEDULE MI VELD , , 1O VELD TSRC mares Star Seismic Location Brace to Gusset Weld ]Gusset PI, Beam Weld ;Column Weld' :11 SRI 3114512 TUX CE - - ,, ;_ 6. PLATE No. Pcmk 1 Gnd Elev. U or L No. Welds W1 L1(ln)�Thkns (in) W2 l2(in) I W3 L3 in -K Ga. - 1� 7 3 C.4-C 2nd -3rd U _ 4 5/161 _ 10 ] 1 1/8 5/16 20 1 5/161 12 EP 8 WC84d 13 C.4-C 3rd Roof U I 4 5/16 I 10 I 1 1/8 5116 1 19 5/16 1_12 va, I , p � • _ 9 WC126b;2.7C -C.4 2nd -3rd UI 4 5/161 10_1 1 1/8_15/161 20 5116 121 i/ -- _�I �� A. t1 �� 10 WOY10 WC126c C -C.4 j3rd -Roof U — I 4_ 5/16 /8 1_5/161 19 1 5/16 1_1 i _ _ I�,� X17 &P: 11 . 700.5 'YG•J3,J L , -1 S %10' 14 � /4 .,/10 23 ,.110 YO • e�� [' 1 1 WC210 7 C-B.5 2nd -3rd U _4 5/16 14 14 5116 26 1 5/16 15 A , 11� \�� I W' 12 WC84e 7 C B.5 3rd -Roof U 4 5/ 16 10 1 !: 5/16 22 5/16 12 �_. 13 WC126d 5B.5 -C 2nd_3rd t1 4 5/16 10 1 1/8' 5/16 23 5/16 12 © 14 WC84f 5 -C 3rd -Roof 1 5/16 22 5/16 12 e' '�ii _ __ ---- I B 5 U I 4 5/16 --- - -- ----- -- - 10 1/8 �� a TOR ..n Atm muMDS. 17 WC84a 19.7 C -B 7 3rd -Root U 4 _ 51161 10 I 1 1/8 5116 17 1 5/16 24 YD Of L411LS , ran e�TDSI AMm,m«pE L VITA ' '�T`IIcv TTP 9.7 C -B.7 18 WC84e 3rd -Roof U _ I_ 1 10 �, EOM — — I _ .. 4 5/16 ) 1 1/8 5/16 1 17 5116 I I 24 I • VELD waILUm NES,RA,® EOM EE t m[ S O. • 1n 0714313/ 0714313/ TE °) 19 WC168_a 9C -B.7 2nd-3rd _ U _ 4 _ _ 3/8 I 1 1 /8_ - j 5/16 .15 15/16 14 i " °°'a 20 WC84c 9 C-B.7 .3rd -Roof U 4 5/16 i 1 1/8 1 5/16 SIN 3LE TUX _ I . - -- -_ 1 10 _ 1 14 5/16 12 I -... _ 21 WC168d C 7 -8 I 2nd -3rd U _ 4 3/8 10 1 1/8 1 5/16 I 37 ; 5/16 16 O TYP. BRACE TO COLUMN CONN. TYP. CHEVRON BRACE CONN. 22 WC84g I C 7 -8 Ord-Roof U 4 5/161 10 _1 1 5/16 1 28 1 5/16 14 471 O (SINGLE TUBE) NTS 23 WC168d C 8-9 2 nd -3rd U 4 318 10 I 11 1/8 5/16 1 . 37 5/16 1 16 24 WC84gL C 8-9 3rd- _ Roof _ U 4 _ 5/161 10 j 1 1/8 5/18 28 5/16 1 14 I u RSP L A GRMI Na ARE En n ST° 7/GS DETAIL II TER TIE DRUM Am © BRB C' CI tabcONNECTION SCHEDULE (WELDED CONNECTIONS) NTS _MONO L ILL ASSET PLATES ARE ORE l572- TACKVELD (1/2' LUG) ! 2 PLC'S B EA. SIDE I BOLTED, FOR S NON- STRUCTURAL - � CREvED OR \ /• SHIM PL. (PLACED FROM OPP. SIDE) ` REM w I E.ETEIITS INC R PRU®ITED VIT)UN THE ,, 1 ACKVELD ((/2' LUG) SEE ELEV. GI DEFINED IN THIS NOTICE. GUSSET PLATE PLC'S ! EA. 510E -� I IT IS A VIOLATION O H THE CONTRACT NO R Vr C0. REGION THE BUILDING CODE TO T SUCH a‘ i ♦q )z� _C ' CLM IK A AM1' OTTER CONVECTORS TO THE BRACE ARE M BE APPRovED NY THE f -II 4 *550( .Y AND_T_BRILMIEACIURER. (2) SHIN PLATES ENGINEER / GUSSET PLATE 4 \ / SHIM PL. (PLACED FROM THIS SIDE) , ELEVATION VIEV TOP VIEW . �' 0 BUCKLING Srw (SINGLE TUBE) REMDED SINGLE TUBE + TARN •�°R 0TYPICAL SHIM INSERTION O TYP. PROTECTED ZONE DETAIL +EISMIC P.R. NS NTS Tril mre ss Nu N.e. m o._(1111111- r•j ®RL .m fl O 0 0 9 4 co 4' -8' 4'_8' • SYM ABT UNLESS NOTED e. ■ V18x 5 TILSTL Al lit EDV18M3O 7.ESTL P 1 EL 41' -6 3/4 C' - . EL 11' -. /4 ;O. , • T tA . 1 i k '' liliF ...D1 • g 3.. \ � � ,� \al. 10/ N o ^ d I. 0 d \ II :1 El w � % n = W _ � 2U1 � r. • ` TOC. _'d•, b A 3RD FL R TOC. s 1®c33 a , �'I & N 3RD FLOUR 4:4444:41 > i1��T—I� EL. 2 t ■1��>• !i i- EL 2B' -0• its AW�I ,, Pilt •. 15 . N....6 - 631 11P N ,z7.1.7 w / , • G , 4 ' g J fH I 2ND FLOOR , _ 2ND ELDER . EL 14' -0' • nn-4: y`�- EL 14' - 0' 0 • 9' -3 %' PER FIELD SURVEY -9- -9- -e- •• • LINE 9.7 LINE 9 © - =co uN¢ muaT°' IR t® 40 Ma I D6m SUBJECT PROJECT LE ,vT„ Ram ` ; 'E ,r, m; . n REF. H / S3.3 REF. G / S3.3 ® vn1e T mn Tv AMmva LOCATION Tc. STEEL RETAILER NOTE. STEEL DETAILER NOTE. CUSTOMER _ ALL 'PLATE to PLATE' 111143.01114 MUST ALL 'PLATE to PLATE' DIMENSIONS MUST �, ® nu RR SCALE Cl BE HELD P P�IB PLEASE I47TIFY BE HELD IF POSSIBLE. PLEASE NOTIFY QA i IRAVN IT_ ! DATE Nn✓m STAR SEISMIC IMMEDIATELY IF NOT POSSIBLE STAR SEISMIC IMHEDI ATELY IF MDT POSSIBLE AMOK BETTTJR van m TND F6 CRIT SAEEvla1D A MELDm4R, ISSIE , ND lENTY ell S T A R �� SUITE H MI SEISMIC Na WTI 00. DESCRIPTION OF REVISION AB NO — Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center � Changed For Specific Strand Material Heat# 403 -0918 New Gusset Plate S E I S M' C Grid: 7 C -B.5 Elev: 2nd -3rd LLC Column: HSS7x7x 1 /2 w/ (4)L3x3x3/8 Framing Into: Flange Beam: w 18x35 Brace Piccemark: WC210a Eng. Mark: BRB -4 Brace Angle: 35.6 Brace # /end: 1 l j i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" (was '4 ") I Brace - Gusset Weld Size (WI) 5/16" Length (LI) 14" Number of Welds. 4 Beam Weld Size (W2) 5/16" Length (L2). 26" Offset 1 1/2" Column Weld Size (W3). 5/16" Length (L3) 15" Offset 1 1/2" Spec Load (P,): 171 k Max Core Area: 5 in' F, - 43.2 ksi (was 46 ksi) /w: 134 Max Brace Capacity: 216 k (A•F Design Capacity: 318 k (1.1 *Max Brace Capacity'(3w) Brace Checks • Brace to Gusset Weld Capacity 390 k > 318 k TRUE • Brace Net Section Yield Slot Capacity (0.75F,A,). 330 k > 318 k TRUE at F, = 66.5 ksi (was 61 3 ksi) • Area Design Check 52.6% < 62% A TRUE Gusset Plate • Block Shear 818 k > 318 k TRUE • Whitmore Section; Width. 18.2" L,,,. 9.05" F,,. 48.8 ksi • Buckling Capacity. 897 k > 318 k TRUE Gusset Edge Loading ec. 3.88" K. 8.48 r 27.2 'p'. 9" K' 43.6 H„, 45.4 k H 213.5 k eb 8 85" D: 4.55 V, 81 8 k V 103.59 k 'a' 14.5" a: 18 24" P „ 93 5 k Pb,,,,: 237.3 k $. 0.95 rad 13: 6.99” M,,, -91 2 kip -in M,,,,,: 387.34 kip -in Column Weld • a = 0 134, (if a < 0 1 Concenmc, if a > 0.1 Eccentric) Eccentric Loading Used, Table 8 -4. C = 3 88 • Weld Size Required. 5/16" <5/l6" TRUE • Column Flange Fracture max weld size 9 8/16 "> 5/16" TRUE • Tension Yielding of Column Web. 432 2 k > 45 4 k Web Stiffeners Not Needed • Column Web Crippling. 667 2 k > 45.4 k Web Stiffeners Not Needed • Weld to Develop Gusset. 11 81/16 "> 5/16" TRUE Beam Weld • a =0 144; (if a < 0 1 Concentnc. if a > 0 1 Eccentric) Eccentric Loading Used. Table 8-4. C = 3 81 • Weld Size Required: 5/16' <5/16" TRUE • Beam Flange Fracture max weld size 8 9/16" > 5/16" TRUE • Tension Yielding of Beam Web' 432.2 k > 103 59 k Web Stiffeners Not Needed • Beam Web Crippling 169 k > 103 59 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16 "> 5116" TRUE Casing Check • Buckling Length 227" • Number of HSS. 1. HSS Size HSS12X6X3 /8. 1,,,,. 72.9 in' • Capacity (Euler's Equation). 344 k > 289 k (Max Brace Capacity`(3w) TRUE 2/16/2010 Page: I l j • Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center � Changed For Specific Strand Material Heat 403 -0918 This allows to use the existing gusset plate. susmic, Existing Gusset Plate - Grid: 7 C' - B.5 Elcv: 2nd - 3rd LLC Column: FISS7x7x 1 /2 Framing Into: Flange Beam: w0x0 - Brace Piecemark: WC210a Eng. Mark: BR.B -4 Brace Angle: 35.6" Brace # /end: I l i t = brace lower end connection, j = brace upper end connection Gusset Thickness: I I /8" (was : ") Brace- Gusset Weld Sizc (WI). 5/16" Length (LI )• 14" Number of Welds: 4 I Bean Weld Size (W2)• 5/16" Length (L2). 23 1/2" (was 19 ") Offset. 1 1/2" Column Weld Size (W3) 5/16" Length (L3) 28" (was 19 ") Offset.0" (was I Y•- ") Spec Load (P,): 171 k Max Core Area: 5 in F: 43.2 ksi (was 46 ksi) Pm: 134 Max Brace Capacity: 216 k (A•F,,,,,) Design Capacity: 118 k (1.1 •Max Brace Capacity(3to) Brace Checks • Brace to Gusset Weld Capacity 390 k > 318 k TRUE • Brace Net Section Yield Slot Capacity (0 75F„A,) 330 k > 318 k TRUE at F. = 66.5 ksi (was 61.3 ksi) • Area Design Check 52.6% < 62% A, TRUE Gusset Plate • Block Shear 818 k > 318 k TRUE • Whitmore Section, Width 18 2" L. 8 61" F„ 48 9 ksi • Buckling Capacity. 899 k > 318 k TRUE Gusset Edge Loading cc• 3 5" K -3.5 r 21 69 '(1'• 14" K' 31 H,,,,: 51.4 k Ham,,, 207 5 k eb• 0" D: 2 85 V,,,. 185 4 k V, 0 k 'u' 13.25" u' 14 13" I', 192 4 k P, 207 5 k m () 95 rad (i 12 63" M -70 5 kip -in M 0 kip -in Column Weld • a = 0 049, (if a < 0 I Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size' 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web 2043 8 k > 51.4 k Web Stiffeners Not Needed • Column Web Crippling 1312 3 k > 51 4 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16" > 5/16" TRUE Beam Weld • a =0. (if a < 0.1 Concentric, if a > 0 1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 31.6/16" > 5/16" TRUE • Tension Yielding of Beam Web. 2043 8 k > 0 k Web Stiffeners Not Needed • Beam Web Crippling Base Plate k > 0 k Web Stiffeners Not Needed • Weld to Develop Gusset I 1 81/16" > 5/16" TRUE. Casing Check • Buckling Length 227" • Number of HSS I, HSS Size HSSI2X6X3 /8: 1,,, 72 9 in' • Capacity (Euler's Equation): 344 k > 289 k (Max Brace Capacityl3m) TRUE 2/16/2010 Page: I l i Appendix B — Corner Gusset Connection Design TVF &R Command & Business Operations Center START, Correction For Field Measurements Existing Gusset Plate SEISMIC' Grid: 9 C -B.7 Elev: 3rd -Roof LLC Column: HSS7x7x1 /2 Framing Into: Flange Beam: w18x35 Brace Piecemark: WC84c Eng. Mark: BRB -1 Brace Angle: 56.3 Brace # /end: 20i i = brace lower end connection, j = brace upper end connection Gusset Thickness: 1 1/8" Brace - Gusset Weld Size (W1). 5/16" Length (LI) 10" Number of Welds 4 Beam Weld Size (W2) 5/16" Length (L2) 32 1/4" (was 14 ") Offset. 1 1/2" Column Weld Size (W3). 5/16" Length (L3) 43 1/4" (was 13 ''A ") Offset 0" Spec Load (PO: 68.4 k Max Core Area: 2 in' F,.,,,,: 46 ksi Do: 1.34 Max Brace Capacity: 92 k (A *F,.,„„) Design Capacity: 136 k (1 1 *Max Brace Capacity *pw) Brace Checks • Brace to Gusset Weld Capacity 278 k > 136 k TRUE • Brace Net Section Yield Slot Capacity (0.75F )- 147 k > 136 k TRUE at F, = 59 ksi • Area Design Check 42 1% < 62% A TRUE Gusset Plate • Block Shear 561 k > 136 k TRUE • Whitmore Section; Width. 12.5" L „„ 22 72” F,,. 43 ksi • Buckling Capacity. 546 k > 136 k TRUE Gusset Edge Loading ec. 3.5" K 2 4 r. 37.21 'p'. 21.63" K'. 26 I H, 12.8 k Hb,.m: 62.5 k eb 8 85" D: 1.11 V. 80 6 k Vb 32.25 k 'a'• 17 625" a: 17.14" P 81 6 k P 70.3 k 4 0.59 red. 3: 22 11" M. 6.2 kip-in Mb.,,,: -15.62 kip -in Column Weld • a = 0.011; (if a < 0 1 Concentric, if a > 0.1 Eccentric) Concentric Loading Used, Eqn J2 -5 • Weld Size Required 5/16" < 5/16" TRUE • Column Flange Fracture max weld size 9 8/16" > 5/16" TRUE • Tension Yielding of Column Web. 525 9 k > 12.8 k Web Stiffeners Not Needed • Column Web Crippling. 1992 9 k > 12 8 k Web Stiffeners Not Needed • Weld to Develop Gusset 11.81/16" > 5/16" TRUE Beam Weld • a =0 015; (if a < 0 I Concentric, if a > 0.1 Eccentric) Concentric Loading Used. Eqn J2 -5 • Weld Size Required: 5/16" < 5/16" TRUE • Beam Flange Fracture max weld size 8 9/16 "> 5/16" TRUE • Tension Yielding of Beam Web: 525.9 k > 32.25 k Web Stiffeners Not Needed • Beam Web Crippling. 201.4 k > 32 25 k Web Stiffeners Not Needed • Weld to Develop Gusset: 11.81/16 "> 5/16" TRUE Casing Check • Buckling Length: 148" • Number of HSS: 1: HSS Size. HSS6X6X1 /4. i 28.6 in • Capacity (Euler's Equation). 318 k > 124 k (Max Brace Capacity *(3(o) TRUE 2/16/2010 Page: 20i Appendix B - Midspan Gusset Connection Design TVF &R Command & Business Operations Ctr. New Gusset Plate .I STAR • Project: 9.7 C -B.7 Grid: 3rd -Roof SEISMIC Up. or Low.: Lower Beam : w18x35 Brace Ang: 71.6 ° LLC Brace : WC84a Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 18 " (was 28 ") Size: 5/16 " Brace Weld:I 5/161" Fillet Length : I 10.01" # Welds :1 4 I Brace Load: 92 k (3w: 1.34 Design Capacity: 136 k Brace Weld Capacity: 278 > 136 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 561 > 136 TRUE Whitmore Section Width: 12.54 L,,,. 3.17 Fcr: 44.9 Buckling Capacity: 633 > 136 TRUE Beam: Beam Weld Cap: 157 > 86 TRUE Gusset Layout 20 in -I 0,, -25 -20 -15 -10 - ./ 0 `. 5 10 15 20 25 . -iU- d 20 -30 -40 -50 Inches 2/16/2010 Appendix B - Midspan Gusset Connection Design TVF&R Command & Business Operations Ctr. STAR417 Project: 9.7 C B.7 Grid: 3rd -Roof SEISMIC Up. or Low.: Lower Beam : w18x35 Brace Ang: 71.6 ° LLC Brace : WC84a Horiz. Gusset Weld Gusset Tk's: 1 1/8 Length: 28 " Size: 5/16 " Brace Weld:1 5/161" Fillet Length : I 10.01" # Welds : F 4 I Brace Load: 92 k 13w: 1.34 Design Capacity: 136 k Brace Weld Capacity: 278 > 136 TRUE Core Net Capacity Gusset Plate (D3 -2) Block Shear: 561 > 136 TRUE Whitmore Section Width: 12.54 L,,,,: 3.17 Fcr: 44.9 Buckling Capacity: 633 > 136 TRUE Beam: Beam Weld Cap: 317 > 86 TRUE Gusset Layout 20 in , 0 4 \ . j ■ -25 -20 -15 -10 -5 .' 0 `. 5 10 15 20 25 CD - - -- - -- - - = 1U � / C 4 00 - 20 1 . X II iiiiii„ /. -30 -40 -50 I Inches 2/5/2010 STAR/ SEISMIC LLC - STAR SEISMIC WILDCAT M BUCKLING - RESTRAINED BRACES Appendix C Strand Material Test Results Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #51 1 Park City, UT 84098 (435)940 -9222 • MSI TESTING, INC. . 0 SERVING THE INDUSTRYFOR 30 YEARS" • 50 WEST LOUISE AVE. • SALT LAKE CITY. UT 84115 TELEPHONE (801) 484 -1789 REPORT of ANALYSIS Star Seismic Apdi 20, 2009 3070 Rasms+m Road Suite 260 Project 109-113 Park City , Utah 84098 P.O. Vabal Carta Page 1 oft Atm : Carter •ickay The following are the reecho of the wain done ea die on ple(s) You provided: Sample 6 Description : 1 910-1216 1' Pine 2 910 -1214 314' Plate 3 910- 1210 314• Plate 4 910 -1213 r • Plate ( s 910.1212 314" Plate 6 910-1214 1• Phu Losgltstliaal Tensile Tee Tat lfethod is aooetdimoe wide ASTM A370 . Sample Dia- Area Tensile Tait Yield Yield Ela&g. Redaction MAW Load Seratp i Load Strength % of UM) ) ) (PSI) Area .501 .1971 12,533 64,000 11,150 41,400 34 1-2 498 .1943 12,242 63,000 7,600 39,000 v 68 1 -3 . .1386 12,729 67,500 7,426 39, i., 313 64 2 -1 A94 .1917 r.. ' 67,500 41,700 323 68 2 -2 .499 .1956 12401 3.267 42,300 34.5 65 2 -3 .498 .1913 66,000 45,700 32 68 3 -1 .1893 11,.961 63,000 7232 293 66 3 -2 A97 .1940 12,408 64,000 8,696 44,800 " 66 .498 .1948 12,415 63,500 7,462 43,400 34 100'd Z8tli8i108 %Y3 9HI031 BR Ad 11:50 NOW 6002- OZ -3dY • • MSI TESTING, INC. . O "SERVING THE INDUSTRY FOR 30 YEARS" • SO WEST LOUISE AVE. • SALT LAKE crrf, UP 84115 TELEPHONE (801) 484 -1789 • Star Seismic AF11 20, 2009 3070 Rassmrtsse' Rod Sake 260 Project 609 -113 Park City , Ot k 84099 P.O. $ Verbal Carter Pape 2 of 2 Longkadinsl Terre Tat Test Method i• aoe there wdlst ASTM A370 . Sample Dim- Area Tensile Think Yield Yield F.laatg. Redecdon meter Lead Somn -Coed She ph % of (AS) (Lns) (Psi) Area ¢3 - 924 12,198 63,500 7,934 4 4-2 .494 .1917 *Alm ' • —EN t 37,500 32 65 .1956 12,406 63,500 7474 'Iv:. • 7 5.1 .497 .1940 12,676 63,300 7,560 –39;000--30.5----58-- Outlier 5 - .490 .1886 .12,261 65,000 3 43,700 25 52 5 -3 .495 .1924 12,668 65,500 7',885 41,000 30.5 58 . • • • • 12,516 64500 7,717 6 -2 .499 .1956 . X ;••• • - 36,500 34 68 6-3 . • • 12,532 64,000 7,557 3 Yield 2%00be . Eloagatioa 2 Craig - odd& lac.) • Star Seismic Note: First test is an outlier when compared to the average of these three MSI tests and the mill tests. Test thrown out and two additional tests taken. Last test sample taken incorrectly and was also thrown out. Average of tests 5 -2 and 5 -3 from this page, the mill tests, and the first sample of the second set of these is 43.0. Use Fysc= 43.0 ksi. ZOO • d Z8 11'81108:IVd 9NI1S31 ISA. ![d 1150 NOW 600Z-OZ-801 • • • • • MSI TESTING, INC. • - "SERVING TUE INDUSTRY FOR joYEARs • SO WEST L UI:SEAYE • SALT LAKE CRY UT 84115 TELEPHONE )484.T7119 REPORT of ANALYSIS soy Sokook APB at 2009 3070 itemoonee Bond 5:x• 20 Patina 0 09 -113 -K Palk City, Uab 84098 P.O 0 Vabal Goer Page 1e#1 Aim : CAM: 11 idoay The bR ookei ia_... sales oea,Otea s)yesP : Rata &mks eat dts fedsrr6 Mi@1et Sarpk 0 Deadpan 3 910 - 1210 air �e 4 910.1213 1• Rao s 910 -1212 314• lire 6 910-1214 1• Plate Le agit.iaal Tarr@ Tat Teo Naiad a ataad ete srti Asna a370 . Semple As t� � S >f ,5°4,5,5 ,5° MO CUM ROD A@es 3- .50e 1963 12,573 64,0ee 4321 42,400 3-2 . -- - r- 63 1 :' 35 67 4-1 _ _ 12,427 63,500 7,41 - .: �_, 32.5 61 .499 .1956 12,506 64,000 7,861 40,200 a+ s 5-1 .498 .1948 12,830 66,000 8,438 43,300 35.5 64 S-2 x498 .1948 13,003 67,000 9,192 -0 32 66 Test sample _ 67 taken incorrectly. 64 ..300 ....� __- ,_ r 162 t 65,500 8,417 Yid! 2% other. Niaeption 2" Craig T_@tiot lac) 100'd Z8LIt9t1084Vd 9NI1S31 ISN Nd SO:SO Q311 6002 -6Z -110 SOLD STAR SIESMIC LLC CERTIFIED MILL TEST REPORT Page" 1 TO: 3070 RASMUSSEN RD I�1 U C R NUCOR - PLYMOUTH IS AN I.S 0 9001 AND AN A B.S CERTIFIED MILL STE 260 BAR MILL GROUP PARK CITY, UT 84098- Ship from: PLYMOUTH DIVISION p Nucor Steel - Utah SHIP CRANE CONSTRUCTION NW, INC W Cemetery Road Date: 3- Apr -2009 TO: 669 West 200 South, Bldg #2 PLYMOUTH, UT 8433 B.L. Number. 321935 SALT LAKE CITY, UT 84101- 435 - 458 -2300 Load Number 141176 Material Safety Data Sheets are available at www.nucorbar.com or by contacting your inside sales representative. NBMG -08 March 24 2009 PHYSICAL TESTS CHEMICAL TESTS HEAT NUM.* DESCRIPTION : , . YIELD TENSILE ELONG BEND � O DEF Ni Mn Si Cu C E P.S.I. P.S.I. % IN 8' Cr Mo V Cb Sn PO# => 90305 PLU:910121211 Nucor Steel - Utah 43,667 63,349 31.0% .10 .57 .008 .027 .28 .27 3/4x10" FL 45' 301MPa 437MPa .10 .09 .031 .007 .001 .010 A36 YLD 38-44 43,283 63,224 32.0% ASTM A36 Low Yeild 298MPa 436MPa -- ---PQ# => 90305 PL0910121402 Nucor ST t tfteh 43,562 63,113 29.0% .11 .5 .29 3/4x10" FL 45' .08 .023 .007 .001 .010 A36 YLD 38-44 29. o Aer-T 300MPa 434MPa CMTR COMPLIES WITH DIN EN 10204 - 3.1.B I HEREBY CERTIFY THAT THE ABOVE FIGURES ARE CORRECT AS CONTAINED IN THE. RECORDS OF THE CORPORATION I` ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT, INCLUDING __,)C IA -5- ‘S''AQ?).1.\ a __ MELTING, HAVE OCCURRED WITHIN THE UNITED STATES ALL PRODUCTS PRODUCED ARE WELD FREE QUALITY ' \ MERCURY, IN ANY FORM, HAS NOT BEEN USED IN THE PRODUCTION OR. TESTING OF THIS MATERIAL ASSURANCE Scott Laurent'. • • 12/27/2007 16:12 00 CONSOLIDATED LABS PAGE 02/02 • • MSI TESTING, INC. • 0 "SERVING THE INDUSTRY FOR 30 YEARS" • 50 WEST LOUISE AVE. • SALT LAKE CITY, UT 84115 TELEPHONE (801) 484 -1789 REPORT ANALYSIS Consolidated Engineering November i 5, 2007 i 2130 South 3140 West Ste C Project 4 07 -353 Salt Lake City, Utah, 84119 P.O. 3193 Atm : Kent Hornbeck . The following are the results of the testing performed on the samples you provided: Sample # Description 1 Heat 4034 349 Tensile Test: Test Method ASTM A370 Sample Dia. Area Tensile Tensile Yield Yield Elong. Reduced Reduction Load Strength Load Strength % Dia. jf (I„ BS) (P °l) (LS) (PSi) to io 1 .501 .1971 13,304 67,500 8,094 41,100 35 .278 69 2 .497 .1940 13,2I9 68,000 7,368 38,000 31 .280 68 3 .502 .1979 13,366 67,500 8,383 42,400 33 .295 65 Yield 2% offset. Elongation 2" 1 l/ • Craig Griffi (President MSI Testing Inc.) IM /100 A ZBLl118110E :Nd MIISL :SIB( YIfi ZZ.ZO 11111 LOH- Si -AON I 1 ) • l ' c' � � 1 / C [/ i (l / i ) 1 - /` { 904 NIJ(IJI( '_•ILL1 N 1.%/1 14 4!_131A 2 n I)1 V I': I .0, ,....f 1 ( , ip...i l'• 1. , 11 I .1 E IT, - IF - xn_' /•IFl4r. i'll (' 'Ii 3) /.2'. 441,1 U CLRIIE IED MII.I. IL'_:I AI. e 130 000 l I. it i l; '0 Q. PKM '.TEF.'l. _.TnR :ri' it PO F3CIx •,20 METRO ( ;R014' '_.PI_ Ihn K' -. (,!4111 Yowl 7 IRnc K 1 it 13 .n I. T 'Auk f. I TY II; 1 • I /t III A I H it.-K-1,1 I.1rni t I Mr •.1 • 1• v NI. (., I I h M r, ,.,•;T L+ ik V) i/4 x 10 404 414'' &I ,H ii ill 1'1. .114 iii .1104 NN/ 41.14 /114 1611 I1')/1 11J' � AiV. PI A11 1.11v VIE II) : ..H',4; I . r:I!0N •• 1el(1 1 • 4140:4 EI.'ny. 1 1. C/7 P1111 70(.'14 !(.!tl ".rl II! 2. 5 Yi elcl 2 .4' "014 El..a1.lt 2 24 B 3/4 x 114 4144 43',0 F1:.12 . /44 170 .02'' 131 t1 1104 001 350 1 ; i) 1211 04'4 PI I R.3(. Lily Y IF 1.1) 't=,11,•:IIc• 1 00000 Yield 1 313'00 El ._.,,,..e.. 1 21 Pul.I -- /0(.•14 - /r.)H :.,•i i I.. 'l 58' YieI11 1 4H1N11 FI.n 2 21 . 4, 4 x 10 40.4 4 14'' .13.111 .11113 .1130 .03 . .F11 4 011', .01-11 3!.11 .1 11+ 14 (1 II';I! FI l 1 nit MAIL LIIV YIELD 1 en5 i l u 1 !.1!0L' Yield 1 41400 FI'.n„1: I 2'i PUq /06 n'.. 'II 7en9 I 2 '4_'400 Ylel(1 2- 4' 10113 LI"ny. 2 24 3/4 x 10 4113 4 3'411 .13'.1; .744 .1713 .02'1 .010 004 .002 .3'>14 11..0 170 04'1 010 n3(. LII• YIFII) 11_r.; 1 '4004114 Yield 1.: .40700 FI„ny. 1- 23 P0T1 - /13G - -!1. /H rL•n5 i I u 2 51''00 Yield 2 30200 E I •,n,3'. 2 23 - . n E 4 1 / _ l S fl.I INCA TIOh IM 13 IhcH .z.(AI.F f*1 Mt 1.1 RI•Y) MnLV1,1FnC'I,1Ktr) IN u .',.A nl.l. rn11F_klnl. LRnh;) Cn..l CHIE Mt:1n 1) ILRGI.,T II., ( ngtriri.n N OD ..G N .• N OD m m ♦ r • • MSI TESTING, INC. 0 • "SERVING THE INDUSTRY FOR 30 YEARS" 50 WEST LOUISE AVE. • SALT LAKE CITY, UT 84115 TELEPHONE (801) 484 -1789 REPORT of ANALYSIS Star Seismic December 17, 2009 6300 North Sagewood Drive Suite H #511 Project # 09 -386 -R Paris City , Utah 84098 P.O. # Verbal Sam Page 1 of 1 Attu : Sam Johnson, The following are the results of the testing done on the sample(s) you provided: Sample # Description : 1 3/4x10 920-3626 Longitudinal Tensile Test: Test Method in accordance with ASTM A370 . Sample Dia- Area Tensile Tensile Yield Yield Elong. Reduction meter Load Strength Load Strength % of (LBS) (PSI) (LBS) (PSI) Area 1 -1 .498 .1948 13,980 72,000 8,936 45,900 32 63 1 -2 .501 .1971 14,061 71,500 9,393 47,700 32 64 1 -3 .503 .1987 14,071 71,000 9,415 47,400 31.5 64 Yield .2% offset. Elongation 2 • Craig G i t� 1 Pr ' • , I T Inc.) esttog Star Seismic Note: Average of mill testing and MSI testing is 45.6 ksi. Use 45.6 ksi for design. 100/100 d 7:3l 1 ': t 100 N I IS5: I SW NV K' fiH! 600.-L-0'3 SOLD STAR SIESMIC LLC 3070 RASMUSSEN RD 1�1 U C ®R CERTIFIED MILL TEST REPORT Page 1 TO: NUCOR - PLYMOUTH IS AN I S O 9001 AND AN A B S CERTIFIED MILL STE 260 BAR MILL GROUP PARK CITY, UT 84098- Ship rom: PLYMOUTH DIVISION p Nucor Steel - Utah SHIP CRANE CONSTRUCTION NW, INC W Cemetery Road Date 17 -Sep -2009 TO: 669 West 200 South, Bldg #2 PLYMOUTH, UT 84330 B.L. Number 332477 SALT LAKE CITY, UT 84101- 435 - 458 -2300 Load Number: 152108 Material Safety Data Sheets are available at www.nucorbar.com or by contacting your inside sales representative N8LiG -08 March 2 2009 PHYSICAL TESTS CHEMICAL TESTS HEAT NUM • DESCRIPTION YIELD TENSILE ELONG BEND DEF Ni VVf " /o Mn P / Si Cu C E P.S.I P.S I % IN 8" Cr / Mo V Cb Sn PO# => 90824 PL492036261)1 Nucor Steel - Utah 43,720 67,371 33.0% .10 .62 .011 .029 .29 .30 3/4x10" FL 45' 301 MPa 465MPa .10 .12 030 .008 .001 .008 A36 YLD 38-44 43,292 67,355 32.0% ASTM A36 Low Yeild 298MPa 464MPa CMTR COMPLIES WITH DIN EN 10204 - 3.1.B I HEREBY CERTIFY THAT THE ABOVE FIGURES ARE CORRECT AS CONTAINED IN THE RECORDS OF THE CORPORATION C \ ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT. INCLUDING �, C k. \ ''i !1 VYY I A___ M ELTI N G. HAVE OCCURRED WITHIN THE UNITED STATES ALL PRODUCTS PRODUCED ARE WELD FREE QUALITY �� NM�JJ)...))) MERCURY, IN ANY FORM. HAS NOT BEEN USED IN THE PRODUCTION OR TESTING OF THIS MATERIAL ASSURANCE: Scott Laurent 1 r • • • • TESTING INC. . 0 - SERVING THE INDUSTRY FOR 30 YEARS" • 50 WEST LOUISE AVE. • SALT lAICE art UT 84115 TELEPHONE (801) 484 -1789 REPORT of ANALYSIS Sar Seismic April 20 , 2009 3070 Rim Road Seim 260 Project 109 -113 Pewit City , $4098 P.O.1 Verbal Carter Page 1 oft Ana : Caner Money y The fi 1 w;e$ are the results of tee tinting dose on the s®ple(s) you provided Sanple 1 Description : 1 910-1216 1• Plate 2 910-1214 3/4 Plate I 3 910 -1210 314' Plate 4 910-1213 1• Plate 5 910- 1212 314" Plate 6 910 -1214 1• Plate Low ?.Dade Ted Tart Method is Dooadaae:e vrltb ASIM A370 . Sample Dia- Area Tensile Tensile Yield Yield Eloog. Reduction Myra` Los/ Senn* Load Strength % of (M MO ( (PSO Area n .1971 12,20 64,000 1,150 41 • 1-2 .491 4 39,000 32 68 1 -3 .- 12,729 67,500 , - 313 64 2 -1 .494 .1917 12,920 67,300 7,914 41,700 323 o0- 2 -2 .499 . 1956 12,.001 65,500 1,267 42,300 34.5 63 2 -3 .491 -1941 12,172 66,000 1,905 43,700 32 68 3 -1 . .r- • 1 63,000 7,232 _ . -,_, - 3-2 .497 .1940 - -- - 44 32 66 3 -. .194$ 12,415 63,500 7,462 43, ci Star Seismic Note: Average Fysc of mill and MSI testing = 43.3 ksi. Use 43.3 ksi in design. IOO Z8LIt81 9N1 S1b 1SA Ad Z1: O NON 6002- OZ -8dY SOLD STAR SIESMIC LLC CERTIFIED MILL TEST REPORT Page 1 TO: 3070 RASMUSSEN RD cm Fa NUCOR - PLYMOUTH IS AN I S O 9001 AND AN A B S CERTIFIED MILL STE 260 BAR MILL GROUP PARK CITY, UT 84098- Ship rom: PLYMOUTH DIVISION p Nucor Steel - Utah SHIP CRANE CONSTRUCTION NW, INC W Cemetery Road Date: 1 -Apr -2009 . TO: 669 West 200 South, Bldg #2 PLYMOUTH, UT 84330 B.L. Number: 321848 SALT LAKE CITY, UT 84101- 435 - 458 -2300 Load Number 141175 Material Safety Data Sheets are available at www.nucorbar.com or by contacting your inside sales representative. NBMG -08 Mara, 24, 2009 i ( I PHYSICAL TESTS CHEMICAL TESTS HEAT NUM. • , DESCRIPTION t YIELD '7 TENSILE ELONG BEND )0 C Mn P ) ... /1 .... 6 . 1 , , Cu C.E P.S.I. ' P.S.I. % IN 8" DEF Ni Cr Mo Cb Sn PO# => 90305 PL0910121201 Nucor Steel - Utah 43,667 63,349 31.0% .10 .57 .008 027 .28 27 3/4x10" FL 45' 301 MPa 437MPa .10 .09 .031 007 .001 .010 A36 YLD 38-44 43,283 63,224 32.0% ASTM A36 Low Yeild 298MPa 436MPa PO# => 90305 PLU410121 12 Nucor Steel - Utah 43,562 63,113 29.0% .11 .58 .009 .025 .24 .29 3/4x10" FL 45' 300MPa 435MPa .08 .08 .023 .007 .001 .010 - • A36 YLD 38 43,452 62,927 29.0% ASTM A36 Low Yeild 300MPa 434MPa CMTR COMPLIES WITH DIN EN 10204 - 3.1.B • I HEREBY CERTIFY THAT THE ABOVE FIGURES ARE CORRECT AS CONTAINED IN THE RECORDS OF THE CORPOPATION (. \ --- 's \ ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT, INCLUDING • _ 1 3.. \ \' C_ _ MELTING, HAVE OCCURRED WITHIN THE UNITED STATES ALL PRODUCTS PRODUCED ARE WELD FREE QUALITY MERCURY, IN ANY FORM, HAS NOT BEEN USED IN THE PRODUCTION OR TESTING OF THIS MATERIAL ASSURANCE• Scott Laurent , • • 1 918 7:i8 1154 ' SIIERRY LABS 05 17 14 Ir rn 11-04-2007 4 /4 (11 SHERRYLaboratories • Sherry Laboratories Testing Today - Protecting Tomorrow. Tel 918 -258 -6055 3100 North Hemlock Circle Broken Arrow. OK 74012 -1115 9 -354 Fax 91 18 - 258 B- 258 -1154 LABORATORY REPORT Attn: Richard Roland Report No.: 07040273-004 -v1 PKM Steel Service, Inc. Date Received: 4/9/2007 228 E. Avenue A Date Reported: 4/11/2007 Salina, KS 67401 P.O. No.: 105518 Sample Description: (1) 1" x 8" x 7" Test Coupon, Coupon No.: 402 -7566 Tensile Test (Round) per ASTM E8-04 .,,ti. . - ``i:: = ..:Results •: • Parameter, - • Orientation I Longitudinal Longitudinal Longitudinal Diameter, inch 0.502 0.503 0.503 • Tensile Strength, psi 64,000 63,000 63,000 Yield Strength, psi at 0.2% offset 41,500 37,800 38,000 Elongation in 2 inch, % 35 34 34 Reduction of Area, % 70 65 62 Star Seismic Note: Average of three Sherry reports and two Mill tests is 39.6 ksi. Use 39.6 ksi for design. t II Approved by: A la Je? ;I Simmons, Manager of Mechanical Testing Sherry Laboratories Test results relate only to the items tested This document shall not be reproduced, except in full, without the written approval of Sherry Laboratories The recording of false, fictitious, or fraudulent statements or entries on this document may be a punishable offense under federal and state law The electronic transmittal of a report on services provided by Sherry Laboratories is at the request of the client The transmittal is NOT the official report of Sherry Laboratories, but is provided for the convenience of the recipient Sherry Laboratories is not liable for any degradation or changes in information in the transmittal The official report of Sherry Laboratories will be provided on Sherry Laboratories letterhead in hard copy form and shall control for all purposes Page 1 of 1 NLJC®FI BAR MILL GROUP B /LB 426151 JEWETTDIVISION CERTIFIED MILL TEST REPORT Date 3/07/07 A Division of NUCOR Corporation Post Office Box 126 Jewett. Texas 75846 Telephone (903) 626 -4461 Sales (800) 527 -6445 PPM ST PPP ISO 9002 Registered by 16010 Sold To: PKM STEEL Ship TO: PKM STEEL Mr1Ir 1 .1 'mill PO BOX 920 SALINA KS _ r� SALINA KS 67410 1 • � ~ ` 1 } QTZF HEAT CUSTOMER \ Bend GRADE NUMBER PO NUMBER \ C Mn Si S P V Nb Cu Cr Ni Mo Sn Test �4 X 8 402 -7566 901 -7364 � 1 .09 .84 .20 .038 .006 .006 .002 .31 .14 .14 .032 .015 A36 PLATE LOW YIELD Tensile 1: 58700 Yield 1: 40200 Elong% 1: 22 Tensile 2: 59200 Yield 2: 39500 Elong% 2: 22 1-11 /4 X 8 402 -7565 901 -7364 j, .08 .86 .18 .040 .007 .005 .002 .27 .11 .11 .030 .014 A36 PLATE LOW YIELD Tensile 1: 60400 Yield 1: 41400 Elong% 1: 22 Ga Tensile 2: 60300 Yield 2: 40100 Elong% 2: 22 1 X 8 402 -7566 901 -7364 .09 .84 .20 .038 .006 .006 .002 .31 .14 .14 .032 .015 A36 PLATE LOW YIELD Tensile 1: 61100 Yield 1: 41100 Elong% 1: 21 Tensile 2: 60600 Yield 2: 39500 Elong% 2: 21 'ELONGATION IN 8 INCH SCALE 5.4611..?1'.. �� - MELTED AND MANUFACTURED IN U.S.A. ALL MATF.P.TAL STRAW) CAST CHIEF METALLURGIST . • . ; ' • • • . . •: ,,;. , ,,,, ( SHERRYLaborator!e Shen Lii:JOrkr.U!teb. Tt 9 ".:10t*: Nortr hemie .. 5C..-952-.: Bronen Al 'ow OK 740'. Z-1 1 . , a) LABORATORY REPORT Attn: Dave Blankenship Report No.. 07010823-007-v1 PKM Steel Service, Inc. Date Received: 1/26/2007 228 E. Avenue A Date Reported: 2/2/2007 Salina, KS 87401 P.O. No.: 105395 Sample Description: (1) 1" Pldte, FB, Heat No.: 402-5695 Tensile Test (Round) per ASTM E8-04 r--- Results Parameter I 1 2 3 - , . • . • alentnon • ! ogtuoina L ongiwoinat ---- --- -- - !Diameter inch 0 499 ' C 501 0. 50' • : f....nsire Strength. Psi 55 50C 55 500 55.0.00 Yield Strength.. ps! at C 2% offset 4C70 : 4 0 90C. 4 403 _ ; Llongation r 2 inch. a /0 35 , 34 37 • I Reduction of Area, % _ 59 67 58 - -• . ________ .. ,-, . . . . i • i Approves oy _ 1 1- --- .. 2---- 4 Jeffrej —I mons Manager of r•ecrianica: T esz•r..; Sner- Laboratories les! res,..P.: relate on.; :3 inc items testei "'"as clocurne sra.i no....... rcD'oa_cec. en:reDt . ... N CID., — C. , • •.: .11:::.% 3.i.: c...3r,..rn. Laz..c.,:a'or f..!.. I ne re:oraing a' 'aise ••cttltoas .;:' tra,..roi..un' statements 0 entr:es on * r ■ . 5 . : . o c u m e - r‘al. De a : 7.. ir• L.- -ze• Dec a state a." -,. eleorrif..:.-a-.5--,mat of a report or serv,c..e5 p•ovrned ny Sher-, i.abr..rer•. E a: 1-.e re-,,,e5 3'; 4, •.,"' - - ,_ •;-:"'Sr" ".i: ." 'NC:" . C "f :-.. •er,o- S.,en ._ar.Joratones c.:t ■:• oroviced zo, ire c.onveafence o' the 'ec.p.e'l Sr:e '_:•:.roretcr,e5 ..i . :_. ac., a c ar.. e.rep;acia•;:_r C .- ,..:,.....• r'rer-.: w r - e •:ar.s.f- 1 : repo uf Soerry Labc:atorieE w!!' ue :...uv:oe: 0.•! Sne'! _3E :.• •.?: f:':eneec • -...•-_- ::c.2. •-..';'. ,:.- cna :•: -L. a SOLD STAR SIESMIC LLC CERTIFIED MILL TEST REPORT Page. 1 TO: 3070 RASMUSSEN RD NUCOR - PLYMOUTH IS AN I S 0 9001 AND AN A B S CERTIFIED MILL STE 260 BAR MILL GROUP PARK CITY, UT 84098- Ship rom: PLYMOUTH DIVISION P Nucor Steel - Utah SHIP CRANE CONSTRUCTION NW, INC W Cemetery Road Date. 2-Apr-2009 TO: 669 West 200 South, Bldg #2 PLYMOUTH, UT 8433 B.L. Number: 321878 SALT LAKE CITY, UT 84101- 435- 458 -2300 Load Number: 141178 Material Safety Data Sheets are available at www nucorbar.com or by contacting your inside sales representative. NeMG -0e Mara, 2 2009 PHYSICAL TESTS CHEMICAL TESTS HEAT NUM.' DESCRIPTION YIELD TENSILE % IN 8 BEND VYT % DEF / Cr Mn / S Si C; u V Cb Sn C E P.S.I P.S.I. % IN 8" Ni Mo / PO# => 90305 PL0910121301 Nucor Steel - Utah 40,089 60,367 31.0% .10 .60 .008 .021 .22 21 1x10" FL 45' 276MPa 416MPa .08 .07 .020 .007 .001 .007 A36 YLD 38-44 40,080 60,297 30.0% ASTM A36 I nw Yeild 276MPa 416MPa PO# => 90305 PL0910121401 Nucor Steel - Utah 38,822 59,890 32.0% .11 .58 .009 .025 .24 29 1x10" FL 45' 268MPa 413MPa .08 .08 .023 .007 .001 .010 A36 YLD 38-44 40,172 60,876 33.0% ASTM A36 Low Yeild 277MPa 420MPa CMTR COMPLIES WITH DIN EN 10204 - 3.1.B I HEREBY CERTIFY THAT THE ABOVE FIGURES ARE CORRECT AS CONTAINED IN THE RECORDS OF THE CORPORATION L `\ ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT, INCLUDING - lC�'� � ` (� -9 MELTING, HAVE OCCURRED WITHIN THE UNITED STATES ALL PRODUCTS PRODUCED ARE WELD FREE QUALITY "'IIIYYY MERCURY, IN ANY FORM, HAS NOT BEEN USED IN THE PRODUCTION OR TESTING OF THIS MATERIAL. ASSURANCE: Scott Laurent I r • • MSI TESTING, INC. • 0 "SERVING THE INDUSTRY FOR 30 YEARS" • 50 WEST LOUISE AVE. • SALT LAKE CITY. UT 84115 TELEPHONE (801) 484 -1789 REPORT of ANALYSIS Scar Seim" April 20, 2009 3070 R' - u Road Soite 260 Piojc 609 -113 Park (ty , Dub 84098 P.O. 0 Vabal Carta Page 1 of 2 At : Caner Micksy The folbwing are the melts Odle testing done ca tee se ple(s) you provided: Sample 0 Description : 1 910-1216 1' Plate 2 910-1214 3/4• Plate 3 9104210 3/4• Plate 4 910 -1213 1" Plate 5 910.1212 314" Plate I 6 910-1214 1" PIM Loaghadtod Teaadle Test Test Method a aooad owe with ASTM A370 . Sample Dia Area Tensile Tensile Yield Yield Eking. Reduction meta Lod Stah Load Smooth 96 of (PS) Area 1 -1 .501 .1971 12,518 64,000 8,150 41,400 34 68 1-2 .491 .1948 12,242 63,000 7,600 39,000 32 68 1 -3 .490 .1816 12,729 67,500 7,426 39,400 31.5 64 2 -1 A94 .1917 12,920 67,500 7,904 41,700 323 68 2 -2 .499 . 1956 12,201 65,500 8,267 42,300 34.5 65 2 -3 .491 . 1948 12,872 66,000 8,903 45„700 32 68 3 -1 .491 .1893 11,961 63,000 7,232 31,200 29.5 66 3 -2 A97 .1940 12A08 64,000 8,696 44,800 32 66 3 -3 498 .1948 12,415 63,500 7,462 43,400 34 64 100'd l8LIt81+108:IYd 9N11931 ISR Rd lI :SO NOR 600Z- O1-NdO APR - 20-2009 YON 05:12 PM. YSl TESTING •pawiopad wai muo:pppe omi . amen osAd waI peuiwo Jamno ss ZS SS s0E $1 s 000`11 00L'tb (wV6t L9 S£ 00Z'6£ S9 U 00s'Lt 09 U 005'19 WV Cm) Jo % *WM uopoaPll 900 13 PPIA Ljo L Asa - 104 0 'O'd £1 1 0loIoid 600Z '0Z Usk SAN Wes 095'L PL9'L 0$1'L (S117) Psi PPUC 00019 00519 005'£9 005'£9 005'E9 (ma) gems RFD' FAI: 801484 P. 002 "r >L1 K61' 560r 19C$1 990E OW 969'Z1 0061' L6b' somitam 11190 %t' P1 !A 19 a 009 LSS'L 000 Z+ES'Z1 9561' 66►' 99 6E M'L 00019 0659 9561' 6W 89 PE 009f6£ LICL 0009 915T1 0061' 16►' £ Z 1-9 68LI-1 (i02) NN011irr131. S i 1,8 in 'LLD Inn X YS • SAY 3S1f1O1.1.S3M OS 42113A OF Mori Jamie 3II1 9NI t riS,. •ern `srnisAs ISII Ei z -s T i 90VZ1 9661' 66Y £-b Z61'Lt L 161' 161' Z'9 161Y1 P261' shy (sin) Pon room 1 saw ';IQ atd OLEV VLLSV. IOW 231 •Pasos 490 Itol Mokl. Wool 91 11609. 1^O ' MCI liod 09ZogoS loot M0LOE S �S • • • • • MSI TESTING, INC. • 0 "SERVING THE DIDV3TAT FOR 30 YE RS • 90 SST LEE AVE • SALT LAKE CITY, VT 84115 TELEPHOPIE (IN) *0-T1st REPORT of ANALYSIS star seismic Ars 20. 2009 >taaaaeaaaea Road Sir 210 Pinion 609 -113 -R Park C1yr , Uai 14090 P.O O Verbal Cam Page 1 at 1 Arm : Canaraiskay 71e following are do aeaaim addle using dam as die aaaepie(s) yes provided: Ramat dl sas•eteianiagrim+- Sample s Dasorlleim 3 9101210 314' Phe 4 910.1213 1• >!ltle s 9101212 314' Mare I tt 910 -1214 1' Plat I ______ atae9e Tact Tat 1ltiod it neem dmoa widl AS/64 A370 . Sample Ares L La BostIt d maw (UM (.34 QM) OM Area 3-1 .500 .1963 12,573 64,000 1321 4,400 34 66 3-2 , .1940 12,.00 63,500 0,102 41,4011 35 67 4-1 .499 .1956 12,427 63,500 7,410 37,900 32.5 61 • 4-2 .499 .1956 12,506 64,000 7,861 40,200 32.5 63 5-1 .49E .1941 12,830 66,000 0.430 43300 353 64 S-2 .491 .1948 13,0'13 67,000 9,192 47,200 32 66 6-1 300 .1963 13,000 65,000 1,047 41,000 343 67 Additional testing 6-2 .500 .1963 12,190 65,500 8,417 42,900 32.5 66 performed to evaluate Fysc value. Yield 2% cam • Elongation T C-- Craig Tam bac.) 100 Z8LIt8t108:IYd 9NIIS31 ISR Rd SO :SO Q3N1 600Z- 6Z -RdV • - MSI TESTING, INC. • 0 - SERVING THE INDUSTRY FOR 30 YFARS" • 50 WEST LOUISE AVE. • SALT LAKE CITY. UT 84115 TELEPHONE (801) 484.1789 REPORT ANALYSIS Star Seisvaie October 13, 2008 3070 Rases Road Sine 260 Project 4 08 -269 Park City , Utah 84098 P.O. Atm : Carter Mickey The following are the results of the testing done on the sample(s) you provided: Sample if Description : - I 1 Plate Hear l SIM 8 - 10 - 11 (a 2 I" Plate Han I6ifi X10 - '7 3 I Plate Heat 9 IO - - 7 17 5 I. 4 ]!4 Plate float N arm $l U - ' � " 7 - � 5 . Tensile Test: Test Method ASTM A370 . Sample Dia- Area Tensile • Tensile Yield Yield Elting. - Reduction meta Load Strength Load Siirength 34 of 9-BS) (PSI) (LBS) : (PSI) Area .501 .1971 13,146 66,500 8 43,500 ' 35 1 -2 .1963 13,054 66,500 • 8,487 . 43,2' ' 62 1 -3 -503 . 3,231 66,500 8 3 •1,900 32 54 2 -1 A92 .i • 1 "0 66,500 43,500 33 71 2 -2 • .1940 12,844 66,000 8,366 4 , •: 35 68 2- 489 ..1878 12,499 66,500 8,051 42,900 33 3-1 .494 .1917 12,878 67,000 8,249 43,000 34 67 3 -2 .493 .1909 12,790 67,000 8,165 42,800 35 68 3 -3 300 - -_1963 13,199 67,000 8,554 • 43400 37 67 4- I • 4 13.531 68,500 8,870 44 :6_' 4-2 .498 .1948 13 ?� ws 45,300 35 68 4 -3 - • •' r: 13,122 67,500 8,930 . • ' 67 Yield .2% offset. Elongation 2" Craig Crr+ffiB s (Prey lSI Tes ing, lac.) Star Seismic Note: Mill Fysc range differs from MSI range MSI testing average of 43 1 used 1' Heat #810.7775 • SOLD PKM STEEL CERTIFIED MILL TEST REPORT Page: 1 TO: PO BOX 920 u= " . SALINA, KS 67410 -0000 BAR MILL GROUP Ship from: JEWETT DIVISION Nucor Steel - Texas . SHIP PKM STEEL 8812 Hwy 79 W Date: 27-Aug-2008 TO: STAR SEISMIC JEWETT, TX 75846 B.L. Number: g C/O METRO GROUP TRANSLOAD 903-626-4461 497602 Load Number: 117155 YARD 5 TRACK 430 SALT LAKE CITY, UT 84101 - Material Safety Data Sheets are available at www nucorbar.com or by contacting your inside sales representative. NBMG -08 May 16. 2008 PHYSICAL TESTS CHEMICAL TESTS HEAT NUM. • DESCRIPTION YIELD TENSILE ELONG BEND W T % DEF C Ni Mn Cr P Mo S V SI Cb Cu Sn C E /o P.SI PSI IN B" PO# _> 71024 -8083 JW0810777402 Nucor Steel - Texas 42,300 61,800 24.0% .10 .85 .018 .020 .20 .49 JW08107774C 3/4x10 Flat 38' 292MPa 426MPa .14 .16 .036 .003 .001 .008 A36 PLT LW YLD 41,300 62,100 21.0% ASTM A3R I nw Yield Plate 7RSMPa 42RMPa PO# _> 71024 -8083 JW0810777501 Nucor Steel - Texas 39,900 61,900 23.0% .09 .87 .020 .040 .23 .38 JW(Ii=j3 1x10 Flat 38' 275MPa 427MPa .17 .16 .039 .004 .001 .007 - A36 PLT LW YLD 38,500 64,000 23.0% ASTM A36 Low Yield Plate 265MPa 441MPa PO# _> 71024 -8083 JW0810777601 Nucor Steel - Texas 40,300 58,100 25.0% .09 .84 .018 .030 .22 .41 JW08107776 1x10 Flat 38' 278MPa 401MPa .13 .15 .033 .003 .001 .009 A36 PLT LW YLD 41,700 61,900 25.0% ASTM A36 Low Yield Plate 288MPa 427MPa PO# => 71024 -8083 JW0810777601 Nucor Steel - Texas 40,300 58,100 25.0% .09 .84 .018 .030 .22 .41 JW08107776 1x10 Flat 45' 278MPa 401MPa .13 .15 .033 .003 .001 .009 A36 PLT LW YLD 41,700 61,900 25.0% ASTM A36 Low Yield Plate 288MPa 427MPa PO# => 71024 -8083 JW0810777701 Nucor Steel - Texas 39,600 65,500 25.0% .10 .81 .014 .020 .19 .34 JW08107777 1x10 Flat 38' 273MPa 452MPa .14 .13 .033 .003 .001 .006 A36 PLT LW YLD 38,800 59,300 25.0% ASTM A36 Low Yield Plate 268MPa 409MPa I HEREBY CERTIFY THAT THE ABOVE FIGURES ARE CORRECT AS CONTAINED IN THE RECORDS OF THE CORPORATION. 1 Heat #810 -7775 ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT, INCLUDING MELTING, HAVE OCCURRED WITHIN THE. UNITED STATES ALL PRODUCTS PRODUCED ARE WELD FREE QUALITY 454111/ ` `P MERCURY. IN ANY FORM, HAS NOT BEEN USED IN THE. PRODUCTION OR TESTING OF THIS MATERIAL ASSURANCE: Ben Cave .( SHERRYLaboratorl Testing too:, - Pr■Aei ling iomorrnv.'' • Sherry Laboratories Tel 918 - 258 -6066 3100 North Hemlock Circle 800.982 -8378 Broken Arrow, OK 74012 -1115 Fax 918- 258 -1154 LABORATORY REPORT Attn: Richard Roland Report No.: 08030004 -002 -v2- Additional PKM Steel Service, Inc. Date Received: 3/3/2008 228 E. Avenue A Date Reported: 3/12/2008 Salina, KS 67401 P.O. No.: 106125 Sample Description: (1) 1" x 6" x 10" Test Plate, Heat No.: 810 -1713, Traveler No: 53 Tensile Test (Round) per ASTM E8 -04 Parameter Results 1 2• 3* Orientation Longitudinal Longitudinal Longitudinal Diameter, inch 0.503 0.496 0.496 Tensile Strength, psi 68,500 68,000 68,500 Yield Strength, psi at 0.2% offset 45,900 44,300 44,300 Elongation in 2 inch, % 34 35 34 Reduction of Area, % 64 69 66 'Additional testing /: Approved by: I, mmons, La . ora • ry Director Sherry Laboratories - Test results relate only to the Items tested. This document shall not.be reproduced, except in full, without the written approval of Sherry Laboratories. The recording of false, fictitious, or fraudulent statements or entries on this document may be a punishable offense under federal and state law. A2LA Certificate No 1089 -01 (Mechanical) & 1089 -02 (Chemical). . Page 1 oft • • MSI TESTING, INC. • "SERVING THE INDUSTRY FOR .I0 YEARS' • 50 WEST LOUISE AVE. • SALT LAKE CITY, UT 84115 TELEPHONE (801) 484 -1789 REPORT ANALYSIS Star Seismic April 2S, 2008 3070 Ressm ssen Road Suite 260 Project # 08 -120 Park City , Utah 84098 P.O. #70913 Ann . Carter Mickey The following are the results of the testing done on the sample(s) you provided: Sample Description : 1" Plate # 810 -1713 . Tensile Test: Test Method ASTM A370 . Sample Die- Area Tensile Tensile Yield Yield Elaine. Reduction metes Load Strength Load Strength % of (L13S) (PSI) (LBS) (PSI) Area 1 .500 .1963 13,803 70,500 9,020 46.000 30 67 2 .498 .1948 13,836 71,000 9,308 47,800 30 68 3 .497 .1940 13,696 70,500 8,454 43,600 32 62 Yield 2% offset. Elongation 2" G • • Ga ��. Craig Gri ' :. (Prod' ' r .7 Testing, Inc.) inn 'a Tat i1G6ina:YVd nui 1CW WA 1 1A4 ann747 -)1,v IOD A:11R FELL IR C .:EvE , !"..' pli CERT I E l ED m I I.I. 1 L1 REPORT I F.:010 16910 • PI.V1 STEEL PkM STEEL rn 81m.e. 920 128 nvE n SnLihn KS 67410 SnLuNn KS • 512E 8En T Ii Bend GRADE C Mn Si S P V Nti Co Cr Ni Sn Test /53 x iu 810-1713 .107 .H13 .220 .030 .018 .002 .001 .320 .200 .140 038 .010 A36 PLATE 1.0v Y I EI.D Tens ii e 1 • 66700 YJel d 1: 42000 El ong 1: 21 8n8 - 71024 TenS1 I e 2. 66200 Yi el d 2 : 42500 El ong? 2 23 3/4 x 10 810 .087 .838 .220 .036 .015 .001 .001 .330 .140 .130 .039 .013 C n36 PLA1E L0v YIELD 1014 - 73024-7E3'36 Tens I e 1 64100 YJel d 1 43000 El ongt 1: 25 Tens I e 2 : 65000 Yi d 2: 42100 El ongt 2: 25 0 / Af;45 7 1:....- 7 01 , 1-7.1.C1111 1 I 11/1 I N 8 i NCH SCALE NE I.TED AND :-6 NuFn C It.tR ED 1 N 1.1 .S .1) . ALL mni ER In L. STRAND CAST C111 EF META L LURE; 1ST Ben Cave n NIGEL') • our 1ni/ Lbt7I two./ .btl - LUNSULIUA1tU LA13b PAGE 02/02 • • MSI TESTING, INC. . O "SERVING THE INDUSTRY FOR 30 YEARS" • 50 WEST LOUISE AVE • SALT LAKE CITY, UT 84115 TELEPHONE (801) 484 - 1789 REPORT ANALYSIS Consolidated Engineering August 15, 200'7 2130 South 3140 West Ste C Project # 07-228 Sah Lake City, Utah, 84119 P.O. i • Aun : Kent Hornbeck . The following are the results of the testing performed on the samples you provided: Sample Description 1 409 -0931, 314" P)we 2 403-0920,1" Plate 3 403.0918 , 1 Phut Tensile Test Test Method ASTM A370 Sample Dia. Area Tensile Tensile Yield Yield Elong. Reduction Load Strength Load Strength % of • (LBS) (PSI) (IBS) (PSI) 2" Area % 13,696 70,000 9,432 48 1 r • -2 .498 .1948 1 1114:,a.--;-: ..w_. 44.300 30 63 - . 4 13,305 69,000 8 ,233 ; �•s 2 -1 .496 .1932 12,465 64,500 8,258 42,700 32 68 -2 .498 .1948 12,602 64,500 8,052 41,300 31 69 -3 .496 .1932 12.507 64,500 7,841 40,600 36 72 3 -1 . • • . • - 296 68,000 8,412 43 t s.r -2 .498 .1948 ' 800 30 67 . - . • 63 13,357 68,000 8,399 42,800 Yield 2% offset. Elongation 2" Craig Griffiths s' Testing be.) Star Seismic Note: Average of MSI testing is 41.5 ksi. Use Fysc = 41.5 ksi. 00 7,8Lit8g I>;d JtilLS31, IS)I NJ 9E:5C 3C1 LOOZ- H1 -9f. 1" Heat # 403 -0920 SHIPPING ORDER . CONSIGNEE T -005 COMBINED STRAIGHT BILL OF LADING -NOT NEGOTIABLE 438504 CARRIER: � • • MP GON P /Up #908 bfl f lading. f f h' sh b ' dd I REC HRS 7RM -4: ,3 @PM to I e canugnee without recount on !ha Ej� 14 0 ' Consignor. Inc cont.enor shall sian the bfo. -rng asu man: The can snarl col ma G Cari# — CTRN501170 B /L# 43850 dddwory d Ihr: rh t w• can* nov paymea' o RECEIVED. *Noel to the elaasilicalions and tariffs in eft eel on the data of leeae of this Original DUI of Lading. # 1 43850 he qht and all olhr la. hd :fa FROM MU I= OR P.O. BOX 126, JEWETT, TexA$ 75540 Phone (503) 820-4481. � Of di prepay dry. -rdud bolon.7ic oppose* pod order. poop o. nol.J (cordon). and mndiian of ocovonts of ser na �p mrt�tcp4Mry8de;tbrcd of ov6W4C l>tlw, .+fndr said terra- Oho Ord come bum . daNaod throughout duo controcr as mooning any penan or cerporoean in pass.uton of the WOW) ender this Cot nr:ocf) agnedr "neer in adrd M&bf dd el Iasi dosanaeon. If on at mnato. o herwlre to do!i.or so ocedu con a. the rouse to said 4 .hnafgn e I monody agread, cis to curios of alt at any of and /�1Iy wen of a any portion of= roe to o.dlnatlon, and es to ood, pony ci any hrna Interested in off ar any e!fac, of said en tin do' proaer� !hat nay se Io ba perfarm.d h t M subioa to ell the hens and eersdhons of do Uniform Donesfrc Straight bJ of lading sa forth ill In OPndd. 5ar Wc and mi rors fspghr �leuri;cotiom .n iar cf. If t his i, a rail m a run - .otr shipaent, a (21 in du appicoblc tumor com doulffaollon or tong if d e u o mold -112- drA.ned Shipper hereby map Opt In iI fa.-.14r..iti all BID baaa and mndifro s of Ile said bill of lading . arti Mow en the bad 11.1, .aI fa m IM forth clowcon ban, or tariff sAae6 oawms the lransporblion ar in: rhipmen :. and the tai rsdi emu and catianf ore hoc* armed* by Out 'how ottd his ms coupled for heroal! and higm 16010 785 - 827 - 3638 USTOMER CONSIGNED TO- M STEEL STAR SEISMIC FREIGHT PO BOX 920 DELIVERY ADDRESS: METRO GROUP SALINA KS 67410 YARD 5 TRACK 430 P EPAID SALT LAKE CITY UT Em I NO. I HEAT NUMBER I CUSTOMER P L NUMBER I LENGTH I GRADE I #g PIECES HEO N S Tag1# 03 403 -0931 27- 074996 10 9E90 06 403 -0931 27- 074997 10 9690 07 403 -0931 27- 074998 10 9690 08 403 -0920 27 - 074999 10 9690 09 403 -0920 27-075000 10 9690 10 403 -0920 27- 075001 10 9690 ' 278217 5.81 03 1 X 10 Flats 38 A36P —LOYLD 565 9 01 403 -0920 ' 27- 074921 09 116 RIVER SIGNATURE: TOTAL THEORETICAL WFJGHT - 212568 DADEk r1 r=l , . ACTUAL SCALE WEIGHT- 213150 ASTM A - 529 GRADE 50, A - 36, AND NUCOR A - 36 MODIFIED STRUCTURAL STEEL DURING CUTTING, WELDING, GRINDING OR RE MELTING Of THESE PRODUCTS, MATERIAL HANDUNG INHALATION OR INGESTION PRECAUTIONS MAY BE REQUIRED. CONSULT MATERIAL SAFETY DAT, SHEETS FOR DETAILS. ALL MATERIALS MADE AND MANUFACTURED IN THE U.S.A., UNLESS OTHERWISE NOTED. MILL TEST REPORT / NUCOR METALLURGICAL LAB HEAT NUMBER I GRADE I TENSILE I YIELD I E L O G GE I C , ' .I ' Mn I Si I 5 I P 403 -0931 A36P—LOYLD 65100 43900 °22 .08 . 91 .23 .03 .01 1 403 -0920 A36P —LOYLD 68100 42600 22 .07 .85 .22 .03 .01 I • 1" Heat # 403 - 0920 400 /P00 El 1331S a03f)N LL299Z9C06 XV3 SZ :OL LOOZ /4L /90 nest lot znn, ni: i l pn L1AV5ULIUAito LA1i5 PAGE 02/02 • • MSI TESTING, INC. • • "SERVING THE INDUSTRY FOR 30 YEARS" • 50 WEST LOUISE AVE. • SALT LAKE CITY, UT 84115 TELEPHONE (801) 484 -1789 REPORT ANALYSIS Consolidated Engineering August 15, 2007 2130 South 3140 West Ste C Project 8 07228 Salt Lake City, Utah, 84119 P.O. it Atrn : Kern Hornbeck . The following are the results of the testing performed on the samples you provided: 40 • - 403 - 0920. 3 403 -0918 , 1 ° Plate Tensile Test Test Method ASTM A370 Sande Din Area Tensile Tensile Yield Yield Eloag. Reduction Load Saenth Load Strength % Of • (LBS) (PSI) (LBS) (PSI) 2" Area % 500 .1963 13,696 70,000 9,432 48,100 32 - 2 .4 • : ' 8 13,592 70,000 8,624 44.3c 0 63 - .495 .1924 - ,. ' 69,000 8_ ' 800 32 66 2 -1 .496 .1932 • t 64,500 8 : 2,700 32 68 - 2 .49:: . ' • 8 12,602 64,500 8,052 41 Iri 1 69 - .496 .1932 12.507 64,500 7,841 40,600 36 3 -1 .499 .1956 13,296 68,000 8,412 43,000 29 67 -2 .498 .1948 13,231 68,000 8,540 43,800 30 67 - .500 .1963 13,357 68,000 8,399 42,800 30 66 Yield 2% offset. Elongation 2" • Star Seismic Note: • / Average of MSI test results is 43.2 ksi. Use 43.2 ksi. Craig GgGGnffith Presi ;Testing Inc.) !DO . 6 7,9LitWOS:Nd ON1J,S31 ISN 19d 9c. :SC 3C1 LOOZ- H1 -Or. 1,403 -0918 � l SHIPPING ORDER - CONSIGNEE T -005 COMBINED STRAIGHT BILL OF LADING -NOT NEGOTIABLE CARRIER: 438501 • Sub to Sedan 7 of p ca n nd di ilianr of aoplicebla bill MP GON th o la cnn i s gn It h r eco be u n ( ha REC HRS 'LAM- 4:30PM 6/14/0 P /Up #9088. � Ih i iholl sign ih o fr �l �dd}} (1^^TRN�p� X: , y ' s o l la I '. .•' the eor not mak. 1ECEN5D, aubjeet to the Claudication* and larltta in effect on tho date of WENS; Origlnil BiA 'atl3dini. 1 98 B /Lit 4 3850 ber aed ou elh.r b �l e;,a g e,. - 9iOfd I'll LI= OR , P.O. BOX 126, JEWE r. TEXAS 75846 Phone � s. s w r e,,,twty y (603) 826 4061. he propary dev(bad bolo m apposanl aced ardc, aasp n IcontaM and lion of opn unbonm m arked ame dehhecd ani dca.ed bl e -, .�hch said carr I ier d.e ..ord cooler air,, sndr:�lOecl lbo Itch eonsrocs M manfnp prison or t m wpap 6on in po(w >slo. e! I fh proaary wldet all ccv Ih c uT,e r dd;.yy of s i .old deslinaGan r1 on i ih rea olnv�+lu to deb.er b ano comer on dr new b said deen r,ar i or.. Ii u a greed, m m r roe comer o all or any o solo property own c or any Donlon aTTia - d route In, .144 i an and as so loch pony or any hn n in annied in ofl or any d .old orepeq het scrncc m ho ponlartned horvwrdn dm7 a a.jaa to all ha team and conditions of the Umlmm Darecasc Snore' le auf of Loan0 se bon 11 I In OSa:al„ Sawhern, Woman and flinch Ftenghr : o.siharnns In offeer on the dot mono), II this Is a roll or a miil--ioser liniment. or 121 In Se applicable motor carrier dmukp or l off If Ihh Is a mroorr o r(er !hipper aunt r od hereby wain he Is e maid . ,I berm and medians s af the said toil of holm indudma Sane on the back freno' 1, sal (or!, m dm dasu6oMa, m long..lsieh roams the tromporserion of this dement, and die .o homb ogrpcesd m b d shipper old accep for home( ad his mars. .)STOMER 16010 CONSIGNED TO 785 -827 -3638 PKM STEEL STAR SEISMIC FREIGHT PO BOX 920 DELIVERY ADDRESS: METRO GROUP SALINA KS 67410 YARD 5 TRACK 430 P EPAID l SALT LAKE CITY UT O I NO I HEAT NUMBER CUSTOMER P.O. IZE NUMBER I LENGTH I GRADE I ORDER q I f'1ECE5 I THEO. WT. Tag# PO* — 901 -7556 278217 52.02 01 1 X 10 Flats 34 A36P — LDYLD 565 90 01 403 -0918 27- 074897 07 8092 02 403 -0918 • 27- 074898 07 8092 03 403- 0918 27-074899 07 8092 '04 403 -0918 27- 074900 07 8092 05 403 - 0918 27- 074901 07 8092 06 403 -0918 27- 074902 07 8092 07 403 -0918 27- 074903 07 8092 08 403 -0918 27- 074904 07 8052 09 403 -0918 27- 074905 07 8052 10 403 -0918 27- 074906 07 80:2 11 403 -0918 27- 074907, 07 8092 12 403 - 0918 27- 074908 07 8092 ' 13 403 -0918 27- 074909 ' 06 6936 278217 49.72 02 1 X 10 Flats 38 A36P — LOYLD 565. 77 01 403 -0918 27- 074910 07 9044 02 403 -0918 227- 074911• 07 9044 03 403 -0918 27- 074912 • 07 9044 RIVER SIGNATURE: 'TOTAL THEORETICAL WEIGHT - DADER: f" Iuccf� � a wlt�- :z::r } , ACTUAL SCALE WEIGHT - ASTM A-529 GRADE 50, A-36, AND NUCOR A -36 MODIFIED STRUCTURAL STEEL DURING CUTTING, WELDING, GRINDING OR RE- MELTING 01 THESE PRODUCTS, MATERIAL HANDUNG INHALATION OR INGESTION PRECAUTIONS MAY BE REOUIRED. CONSULT MATERIAL SAFETY DAL/ SHEETS FOR ALL MATERIALS MADE AND MANUFACTURED IN THE U.S A., UNLESS OTHERWISE NOTED. MILL TEST REPORT / NUCOR METALLURGICAL LAB HEAT NUMBER GRADE TENSILE YtELD EL� GAGE ONG % I B C Mn 5 S P 1403-0918 A36P —LOYLD 62200 43800 24 . 09 a 86 . 19 . 04 . 01. I 4Kl6—( eew H3bP —LOYLD b.sl308 4 3C'00 22 .07 .8b .22 .03 .01 • tr00 /100e 1331S IiOOfN LLZ99ZSE06 X1+3 9Z :01 LOOZ /tr1/90 STAR SEISMICTM LLC STAR SEISMIC WILDCAT M BUCKLING- RESTRAINED BRACES Appendix E Calculations to Justify Concentrated Load from Gusset Plates to HSS Columns Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 • STA SEISMIC LLC - Typical Example Calculation: Gusset Layout 1 -ISS Column 35, t = gusset thicknes B l Fr -25 I N 15 H H, is defined in the Uniform 0 Force Method, page 13 -4 of - the AISC Manual of Steel 5 Construction 13 Edition 0 '• .10 0 10 20 30 40 50 -5 -10 - I 15 ; t = HSS thickness — Inches Concentrated loads applied longitudinally to HSS columns can be justified via the use of the AISC Specification, Chapter K. The equations and approach therein does have some limits of applicability: For HSS7x7x1 /2 A500 GrB columns (Fy= 46ksi, Fu= 58ksi): F <_ 52ksi - - OK F - ° 0.8 OK F,, B S40 711 = 14S40.. t 0.5" Equations in Chapter K are applicable. For the perpendicular loading applied longitudinally due to the H load, Equation K1-9 applies: F,t 1 2N t R,, = `t B + 1— BQ 1 — r � B Where the I) factor is taken as 1.0. The column utilization portion of this equation, contained in the term Q can be conservatively taken as zero for simplification of the capacity check. Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 F,.t2 2N STAR/17 • Rn = t C B J SEISMIC B Per the User Note in Section K1.5, the component LLC of the force V that acts parallel to the axis of the column does not govern the design of the connection for bracing connections. Example brace: The upper connection of brace #19, located at 9 C -B.7 from the 2nd -3rd levels. Connection information: B =7 ", t= 0.465' (design thickness is less than nominal thickness), t 1.125 ", and N =14 ". Loading information: WC168a brace, A =4 in (3w =1.3, Heat used: 910 -1214 with F y5C =40.2 ksi. Adjusted Brace Strength = (4 in 209.04k. Connection design load= l.1(209.04k)= 229.9k From the UFM connection design, H 41.3k. R capacity of the connection must be greater than 41.3k. 46ksi(0.465in) r 2(14in) R, = = 42.0k > 41.3k 1 _ 1.125in Tin Tin This represents the highest design/capacity ratio for all the columns for this project. Connection need not be slotted through HSS column, as local HSS failure modes are not present. Note that, although this calculation seems to show that the connection nearly does not meet code criteria, this is likely not true. It has been assumed that the column utilization ratio U = P F „ +SF,, g (Equ. K2.12 modified for LRFD) is unity, giving a Qf value z 1/2 (Qt =(1 -U) ) of zero. This is likely not the case, so additional connection has additional capacity than has been demonstrated. Attached are calculations that justify that slotting the gusset through the column is not necessary. Although this condition will only occur at new gusset locations, calculations have been done on all to accommodate unforeseen events often tied to retrofit construction. Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 _ NO EXCEPTION TAKEN tc WAKE CORRECTIONS NOTED 0 REJECTED ❑ RN SE AMID RESUBMIT ❑ 2' -2 3/4 3.32 Checking Is only for cor:torrr.=.n a �:,ilh 'ha dczirin concept of 013 Crajn t. '.q.hi° :': t: •s,t: :k/ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION sn0x for Approved dre c i ; lir aM 'o tin rr: Sri ,�� forth in tho ConIi•act. Cr.nti _;:7r I rtri r, , rie �, for dimes jai, in Wit cc c,'•;1 !! ,r1 r. •,. nt tab: i:1iit C. i .m.:::2. .r 1 : ^.. ;:r ;:" �� tr.,.•:lnigl1 i Find re; 0......, .In 'i: .• 1 v., :,:i of El M tl Vii:.-:. CO I N A� E' M Lf') _ _ J V • p Ge:.c7 TT` - ' �'' ` i.: s% !]: f9i•T:'�.':i ! i.d : J 13 3/16 4412 SV, c:n±cti ay.;nue Portland, Oregon 37339 (s03) 248-9170 SYM ABOUT CL ' (�,Ll— '707 A 6' — 2 .. city of rgara A •.. roved Plana By c� Date .. c0 12 _ 4 130P — 06) 30 THIS DOCUMENT HAS BEEN REVIEWED FOR GENERAL COMPATIBILITY WITH DESIGN CONCEPT AND THE FOLLOWING IS NOTED: Lysc =94.5 in 'K NO EXCEPTIONS TAKEN ❑ REVISE AS NOTED Total Brace Asc= 2.00 in ^2 ❑ REVISE AND RESUBMIT ❑ REJECTED BILL OF MATERIAL 1 STRAND PLATE s84c pff IKe 03%2f2010 By Date NO. LENGTH SUBJECT s84c PCS. DESCRIPTION Ft. IN. MARK REMARKS PROJECT NF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE s84c 56 1 FB 1 x 4 3/4 - 12 4 — s84c A36 —LY Heat1402- -76 LOCATION TIGARD, OR �-�-� - 2 7 -� CUSTOMER HOWARD S. WRIGHT CONTRACTING e 2 /24/2010 Changed Heat A SNJ OFFICE COPY A '2/19NJ010 Changed Length From 13' — 10; Added Heat Information DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2/16/2010 Changed Length From 13' — 10; Added Heat Information STA ice. If:, SUITE N. SAGEWOOD DR SNJ SUITE H #51 1 A\ TM 2/9/2010 Approval PARK CITY, UT 84098 SNJ SEISMIC www.starseismic.net PHONE: 1- 435 - 940 -9222 NO. a n c AND FAX: 1 -435- 655 -0073 By DESCRIPTION OF REVISION JOB NO 1oo106 DWG NO s84c 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,��o `L v LID M % r N to c' p r ) u1 13 3/161 `" f SYM ABOUT CL 12' -0 24' - Lysc =234.5 in Total Brace Asc= 2.00 in ' BILL OF MATERIAL 2 STRAND PLATES s84g NO. LENGTH SUBJECT s84g PCS. DESCRIPTION FT. IN. MARK REMARKS - PROJECT NF &R COMMAND AND BUSINESS OPERATIONS CENTER 2 STRAND PLATES s84g LOCATION TIGARD, OR 2 FB 1 x 4 3/4 24 0 s84g A36 —LY Heat #010 -0619 n CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A 2/23/2010 Manufacture, Added Heat Informaiton 6300 N. SAGEWOOD DR SNJ ' ` ��\\j �J SUITE H #511 A 2/9/2010 f Approval TM PARK CITY, UT 84098 / " , SNJ j www.starseismic.net S E I S M I C PHONE: 1- 435 - 940 -9222 DATE AND ' FAX: 1- 435 - 655 -0073 NO. CHECKED BY DESCRIPTION OF REVISION JOB NO looms DWG NO s84g ; f '.1 e . 2' -2 3/4 3.02 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION \ c.; > \ CO o L �, 13 3/161 ` SYM ABOUT CL I . 11 ' - 5 1/2 22' — 11 Lysc =221.5 in Total Brace Asc= 4.00 in - 2 BILL OF MATERIAL 4 STRAND PLATES s168d NO. LENGTH n SUBJECT s168d PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 4 STRAND PLATES s168d n LOCATION TIGARD, OR 4 FB 1 x 4 1/2 22 11 s168d A36 -LY 010 -0619 CUSTOMER HOWARD S. WRIGHT CONTRACTING A A DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP A 2/23/2010 Manufacture, Added Heat Information 6300 N. SAGEWOOD DR SNJ ' TA1- 4 r SUITE H #511 A\ 2/9S 2010 Approval TM PARK Ii mic.UT 84098 S EISMIC PHONE: 1- 435 - 940 -9222 DATE AND FAX: 1- 435 - 655 -0073 NO C HECKED BY DESCRIPTION OF REVISION JOB NO lool06 DWG NO s168d 2' -6 3/4 2.72 _ SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION �� co rn I f o 17 3/16 `.' A SYM ABOUT CL 9' -5 1/2 18'- 11 Lysc =165.5 in Total Brace Asc= 5.00 in"2 BILL OF MATERIAL 2 STRAND PLATES s210a NO. LENGTH • SUBJECT s2100 PCS. DESCRIPTION FT. IN. MARK REMARKS 2 STRAND PLATES s210a � + PROJECT NF &R COMMAND AND BUSINESS OPERATIONS CENTER LOCATION TIGARD, OR 2 FB 1 x 4 3/4 18 11 s210a A36 —LY Hea11402-5696) 2/23/2010 ' Changed Heat Number —''— / ` \ SNJ CUSTOMER HOWARD S. WRIGHT CONTRACTING 1 n 2/22/2010 ; Fixed Slot Error on Cut Drawing SNJ A 2/19/2010 Manufacture, Increased Slot Opening DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2/16/2010 Added Heat Information 6300 N. SAGEWOOD DR B SNJ ST A _ � SUITE H #51 1 1 . 2/9/2010 i Approval A TM PARK CITY, UT 84098 • / "� SNJ S E I S /I v ' v' PHONE: 1- 435- 940 -9222 0 DATE AND FAX: 1- 435 - 655 -0073 N CHECKED BY DESCRIPTION OF REVISION JOB NO loom DWG NO s210a Qltl a �ECS� KW L o�iat� e• STAR SEISMIC TM L LC 1 . 11% �'• 1 •1 ti:1:J ' r 1 rai1d X3 o: tSTAR SEISMIC ! I" { t .... „� , -..; `! Lid ❑ 1 o O3 �s':Q11�1bctG 13, \�1 t t�.,� TM W ILD A T BUCKLING - RESTRAINED BRACES Brace & Gusset Calculations Addendum (2) TVF &R Command and Business Operations Center Tigard, OR Structural Engineer: KPFF Consulting Engineers (Portland, OR) General Contractor: Howard S. Wright Contracting THIS DOCUMENT HAS BEEN REVIEWED FOR GENERAL COMPATIBILITY WITH DESIGN CONCEPT AND THE FOLLOWING IS NOTED: )1' NO EXCEPTIONS TAKEN ❑ REVISE AS NOTED ❑ REVISE AND RESUBMIT O REJECTED 0 kpff I K E 03/02./2010 By Date February 26, 2010 Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 This addendum affects the "Brace & Gusset Calculations" package for TVF &R Command and S Business Operations Center dated February 10, 2010. S E I S M I C T M - Below is a list of changes: LLC Current Core Material Allocation All (24) braces for the project have had core material allocated. Table 1 shows piecemark, BRB number(s), heat number, and F for the braces that have been allocated. Items in bold red have been changed since the first addendum. Appendix C contains the additional coupon test results for the new core material (010 -0619, 402 - 5696). 'Fable 1. Core Material Allocation Strand Pcmk BRB No. Heat No. Fy Thkns (ksi) 3/4 WC126a 15, 16 403 -4349 40.6 3/4 WC126b 7, 9 920 -3626, 910 -1212 45.6, 43.0 3/4 WC126c 10 910 -1214 43.3 3/4 W C 126d 13 403 -4349 40.6 1 WC84a 17, 18 402 -5695 41 1 WC84b 5, 6 403 -0920 41.5 1 WC84c 20 402 - 7566 39.6 1 WC84d 8 810 -7775 43.1 1 WC84e 12 402 -7566 39.6 1 WC84f 14 402 -7566 39.6 1 WC84g 22, 24 010 - 0619 45.1 1 WC168a 19 910 -1214 40.2 1 WC168b 1, 2 402 -5695 41.0 1 WC168c 3, 4 810 -7775 43.1 1 WC168d 21, 23 010 - 0619 45.1 1 WC210a 11 402 - 5696 39.9 Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #5I I Park City, UT 84098 (435)940 -9222 I STAR SEISMICTM LLC STAR SEISMIC WILDCA M BUCKLING - RESTRAINED BRACES Appendix C Strand Material Test Results Star Seismic, LLC 6300 N. Sagewood Dr, Suite H #511 Park City, UT 84098 (435)940 -9222 r84c m0606c m0606ch / Bl e0606ch b204 eO606ch ,III s84c v ` .— _II■ 'ice 3 16 12 TYP -d l■ ■I I ) ---r B rr Iii 1/8.1 • ) ' a _ „, b 204 B b204 Shim t84c b204 Block SECTION B s /1sD <TMP 1 • � Compressable Block Placement 2 >YP r84c Shop Note: 20ga removeable spacer , to be placed one side of strand 1 -5 1/4 4 - 8 3 4 4 - 8 3 4 _ 1 -5 1/4 IIIP. � � �I ii. co_ r "' b204 TYP 1_ 0 1/2 1 4 Affix Protected Zone 1/4 1_ 0 1/2, c • Sticker to one �+ N (NO PAINT) end of Casing (NO PAINT) s84c / A 1 r84c 3/16 V 2®s \TYP, a SIDES --� C SECTION A F., p ' y i i r - 1 THE GENERAL DOCUME PATIB HAS BEEN REVIWITH EWED FOR C° DESIGN I .7 CONCEPT AND THE FOLLOWING IS NOTED: .}-- M b204 t , .) 1 o 00 ! 5r NO EXCEPTIONS TAKEN s84c ` M�� ❑ REVISE AS NOTED SECTION C bp0606e 0 N _ 0 ❑ REVISE AND RESUBMIT -{ u REJECTED BRACE LOCATIONS 8 5/8 s84c A 3 41 13 3 IK E 02/19/2010 C B y Date ~ f 6 -2 6' -2 Grid 9 C -B.7 at el. 3rd -Roof - B earla BILL OF MATERIAL 1 BRACE WC84c NO. LENGTH /\ SUBJECT WC84c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 Brace 12 4 A WC84c BRB -1 LOCATION TIGARD. OR 1 HSS6X6X1 /4 9 5 1/2 t84c A500 -Gr B 2/16/2010 Changed Length From 13' - 10 B SNJ CUSTOMER HOWARD S. WRIGHT CONTRACTING 4 PL 1/4 x 18 1 0 1/4 bp0606e A36 / " 2/9/2010 2 Approval ZONE SS BRB NO.20 12 1 FB 1 x 4 3/4 4 e s84c A36 -LY / SNJ 2 PL 1/4x2 0 2 1/8 b204 A36 DATE AND ERECTION WG ENG. DWG S3.3 N clime) B DESCRIPTION OF REVISION DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP 2 PL 1/4 x 5 1/2 0 5 1/2 m0606ch A36 2 #4 rebar C9::11) r84c SHOP PLACE PIECE MARK ON LEFT HAND END OF MEMBER AS DETAILED SF �_ 17,Z 6 3 0 0 N . # AG E W O O D D R ERECT MEMBER WITH PIECE MARK TO END SHOWN ON PLACING PLAN �\ SUITE H 51 1 2 PL 1/2 x 6 1/8 0 6 1/8 e0606ch A36 TM PARK CITY, UT 84098 MATERIAL A36 & AS NOTED SHOP S EISMIC www.starseismic.net APPROX BRACE WT 637 PAINT SHERWIN - WILLIAMS ZINC CLAD N PHONE: 1- 435 - 940 -9222 �` SURFACE FAX: 1- 435 - 655 -0073 APPROX CONCR. 0.069 YRDS EA PREPARATION SSPC -6 JOB NO 100106 DWG NO WC84c _ i 2' -2 3/4 3.32 SEE BRACE SHOP DRAWING FOR ERECTION HOLE INFORMATION ,�t • co rh Oc to N M � Z l o 13 3/161 SYM ABOUT CL B 6' -2 _ A 12' - Lysc =94.5 in A Total Brace Asc= 2.00 in"2 BILL OF MATERIAL 1 STRAND PLATE s84c NO. LENGTH SUBJECT s84c PCS. DESCRIPTION FT. IN. MARK REMARKS PROJECT TVF &R COMMAND AND BUSINESS OPERATIONS CENTER 1 STRAND PLATE „ s84c n LOCATION „ . „ TIGARD, OR 1 FB 1 x 4 3/4 124 s84c A36 —LY Fysc =38 -46 ksi CUSTOMER HOWARD S. WRIGHT CONTRACTING A A . DRAWN BY SNJ DATE 2/8/2010 CHECKED BY BP B 2/16/2010 hanged Length From 13' — 10 6300 N. SAGEWOOD DR SNJ ST �� 7- , SUITE H #51 1 /,� 2/9/2010 Approval TM PARK CITY, UT 84098 / "\ SNJ S E I S IVI I C www.starseismic.net PHONE: 1- 435 - 940 -9222 N • DATE AND FAX: 1- 435 - 655 -0073 �Eam B DESCRIPTION OF REVISION JOB NO 1oo106 DWG NO s84c