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Home My WebLink About2100 COSTA DEL MAR RD; ; CB050305; Permit02-10-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB050305 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant GREG CARLSO 2100 COSTA DEL MAR RD CBAD Tl Sub Type 0000000000 Lot # SO 00 Construction Type Reference # ACCENTURE MATCH PLAY-TEMP GRANDSTANDS & TENTS COMM 0 NEW 904 509-5820 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check* ISSUED 02/01/2005 RMA 02/10/2005 02/10/2005 Owner Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $000 $12000 SO 00 SO 00 $000 $1 00 $000 $000 $000 SO 00 SO 00 SO 00 SO 00 SO 00 SO 00 $000 $000 Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 SO 00 $000 SO 00 $121 00 Total Fees $121 00 Total Payments To Date $0 00 Balance Due $121 00 BUILDING PLA,\. _±_ IN STORAGE ATTACHED Inspector 1618 02/10/05 0002 01 CGP FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired 121 ,.00 PERMIT APPLICATION CITY O'F'CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT INFORMATION :A FOR OFFICE USE ONLY••> PLAN CHECK NO ' ' EST VAL Plan Ck Deposit Validated By Date (2 Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel it Existing Use Proposed Use Description of Work SO FT #of Stories tt of Bedrooms of Bathrooms *:-CONTACT PERSON (((different from applicant) Name x Address City 3 APPLICANT Q Contractor d Agent for Contractor Q Owner Q Agent for Owner State/Zip Telephone tt Fax # Name 4 PROPERTY; OWNER Address City State/Zip Telephone # Address City State/Zip TelephoneName 5 CONTRACTOR - COMPANY NAME ' (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve demolish or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I $500]) Name State License # Address License Class City State/Zip City Business License tt Telephone # Designer Name State License tt Address City State/Zip Telephone 6 ',. WORKERS' COMPENSATION Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations |~| I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) r~| CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE 7 , OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason l~) I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) f~1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) l~1 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~l YES I~|NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) __^_ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? [3 YES d NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES (~1 NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? Q YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT ' 8 CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER S ADDRESS 19 APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance DATE UNSCHEDULED BUILDING INSPECTION INSPECTOR PERMIT # JOB ADDRESS PLAN CHECK # ° to<>Tfr /) f I DESCRIPTION CODE DESCRIPTION .^ ACT eJ ft e— Jr — ,A i' y:J by ^^- COMMENTS I I I I I I I I I I I I I I I I I I ^Progressive (Engineering 3nc. I Outback Sportsii Series II Trophy Suites (Pebble Beach, CA) ' PEI Project # 2004-2002 I 10/26/2004 THIS REPORT CONTAINS THIRTY-EIGHT (38) PAGES, INCLUDING THE TITLE AND TABLE OF CONTENTS SHEETS ANY ADD I TONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN 58440 State Road 15 - Goshen, IN 44528 rhone: 574-533-0337 - Fax:574-533-9736 www.p-e-i.com I I I I I I I I I I Table of Contents I California Building Code ' 1-2 Seismic Load Determination California Building Code Wind 3 • Load Determination ' CBC Loads vs ASCE 7-98 for 3 147 mph Wind I ASCE 7-98 MWFRS i 4-6 Calculations | ASCE 7-98 Components & i 7-10 • Cladding Calculations ! Framing Component [ 11-18 Calculations i • General, Base Shear and i 19-22 Overturning Moment ' Calculations • Gravity Loads & Load ' 23 Combinations ] Design Loads & Post Design1 24-26 I iLateral Bracing Design ' 27 i I Leg Extensions > 28-31 iSupport Bracket 32 I Bracing for Leg Extensions ! 32-33 r !Foundation Bearing Pads i 34-36 THIS REPORT CONTAINS THIRTY-EIGHT (38) PAGES, INCLUDING THE TITLE AND TABLE OF CONTENTS SHEETS ANY ADD I TONS TO, ALTERATIONS OF, OR UNAUTHORIZED, USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN 1 — "~~^ ^P^HRflf< iVf-/ ^^^fiStiJr1 -_ Page 1 of 36 ^ ^Progressive (Engineering 3nc. JobNo 2004-2002 ^^ ° & & By CH Date 10/26/04 P^P3jI > 58640 Slate Road 1 5 - Goshen, IN 46528 jjgD^-^^ Phone 574-533-0337- Fax 574-533-2786 wwwp-e-i com Outback Sports Trophy Su"e " • Ca|ifomia | Seismic Load Determination per 2007 California Building Code The following is the dead load determination 1 wttoor = '°Psf wwall = 5Psf wroof = 5Psf wsnow = 30Psf Pequip = 20001b 'build = 32ft wbu,ld = 26ft hbu,ld = 8fl + Oln Pro-l = ()ft 1 wsnow' =(Opsf) if wsnow < 30psf wsnow, = Opsf ' Per 1630A1 1 (0 25 wsnow) otherwise • Wt = wwall hbu.ld (2 wbuild + 2 'build) + (wroof + wnoor + wsnow') wbuild 'build + ''equip Wt = 1912° lb • Wroof = (wroof + wsnow') wbu,ld 'build Wroof = 4 ' 60 lb Wlloor = u floor wbuild 'build Wtloor = 832° lb • Wwall = "wall hbu,ld (2 wbu,ld + 2 'build) Wwall = 464° lb Utilizing the simplified design base shear provision in 1630A 2 3 because structure meets the requirements of section — 7629,4 8 2 1 Soil = 0 {Table 16A-K} - Importance factor for standard occupancy structure = "Sd" {1629A 3} - To be used when soil properties are unknown I Selsmlczone = 4 Z = 0 4 {Table 16A-I} I• W = Wt W= 19120 lb I N. = ,_, 1 3 Upper limit indicated in 7630,4 2 3 2 for zone 4 non-irregularly shaped structures 0 44 Na {Table 16A-Q} - for Z and Soil type used • R = 5 6 {Table 16A-N} - Steel - Ordinary Braced Frame 30Cn ._...._ _ R V = 5859 lb The base shear 1 1 1 1 I P^ Page 2 of 36 Progressive Engineering 3nc. JobNo 2004-.2002 I'T ~ ^ By CH Date 10/26/04 • I 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com SpOrtS Trophy Suite II - California The vertical distribution of forces is I Wroof = 41601b Wwall = 46401b W = 8320 Ib 30C0 Froof = -^ Wroof & 30A~12 in 1630A 2 3 ' Froof=l2747lb 30C Fwa,,= 142l8lb ';floor=25495lb / x fhbuild ^ Mo seismic = '''roof (hbuild + ProJ) + Fwall ~^~ + Pro.' I + Ftloor ProJ Mo seismic = >5 9 k,p ft I • a F 3°Cavv • 'wall = — Wwall fl°0r" R flo°r I I • I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Outbac ,_. Page 3 of 36Progressive ^Engineering 3nc. JODNO 2004-2002*^ «•'«"' By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com k SDOrtS Trophy Suite II - California Wind Desiqn Pressure Determination per 2001 California Building Code Designing per Method 2 Wind Speed is Exposure is Ce = I 06 Cq hor = ' 3 Cq qs = I45psf Iw = I 0 1) i— 1 J"l ¥ hor ~ ce cq hor QS ' Phor=1998psf Overturning and Base Shear \A D | UMo wind Phor ' h 1 V = Phorhl Overturning and Base Shear \A P \\/ h 1Mo wind Khor w h 1 V = Phor h w - Projected Area Method {1621 A 3/ WS = 70mph Height is h = 8ft + Om proj = Oft Exposure = "C" Width is w = 26ft Length ' I = 32ft {Table 16A-G} vcr = o 7 {Table 16A-H} - (Method 2 with height less than 40ft) {Table 16A-F} - (interpolated from table for 70mph wind speed) {Table 16A-K} - (Standard occupancy structure (Group A Div 4)) Pver = Ce Cq ver qs lw (Eq 20A-1 ,n 1620A} Pv =1076 psf For an 70 mph wind speed, Exposure C (Traverse Direction) ,, ' Pr°J i ' 2 Mowmd '36 83 kip ft V= 51151b (Longitudinal Direction) 'h > pverw". 1 nrrvi ' 1 Ml SO K I- in f>^ I proj. i ^ Mowmd 'J-'o^'P11 V= 4156 Ib Based on the California Building Code (CBC), the controlling base shear is 5 86kip (Seismic forces) and the controlling overturning moment is 1 59 8 kip*ft - due to wind The calculations presented in the following pages were designed for 147 mph wind speed based on ASCE 7-98 The base shears and overturning moment just determined using the CBC are less than the base shear of 8 1 7 kip and overturning moment of 1 97 5 ft-kip used in the calculations used for the design in the following pages (same unit size - Series III - four units = 26'x32') Therefore, the calculations presented in the following pages yield a design that will exceed the load requirements given by CBC f^ Page 4 of 36 progressive Engineering 3nc. ^02004-2002 ^ f^ *•* By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Determine Exposure = C Category = II Vet = 147 O.utback Sporte ^rmme Wind Loadsfrer ASCE 7-! Trophy Suite II - California 98 S6 0. 6.5 Analytical Procedure See § 6 5 6 I Exposure Categories, General Use A, B, C, or D See Table 1-1 Classification of Buildings and Other Structures Use I, II, III, or IV See Figure 6-1 Basic Wind Speed (mph) (3 second Gust) Hurricane = yes (effects yes or no US Atlantic Ocean and Gulf of Mexico coasts where the basic wind speed is catagory 1 only) greater than 90 mph, and Hawaii, Puerto Rico, Guam, Virgin Islands, and American Samoa 0 = angle(12,0) = 26ft hwall = 12 ft 'build = 32ft A0 = (0 0 0 0 0) ft2 K! = 000 K2 = 000 K3 = 000 hbuild = "wall + wbuild Roof Angle 0 = 0 deg Building Width Wall Height (includes 8ft first floor wall, 4ft above grade) Building Length (minimum length without effective wind loads) Total Area of openings in walls and roof (Sidewall, Endwall, Sidewall, Endwall, Roof) (if unknown, enter 0 and choose Partially on pg 2) Kj = o 85 See Table 6-6 Wind Directionality Factor (0 85 when using load combinations, 1 0 otherwise) Note Values shown in IRC 2000 Table R301 2(2) are derived using 0 85 hbuild =12 ft z = hbuild Mean Roof Height Kzt = (l + KI K2 K-3)~ See Figure 6-2 Multipliers for Obtaining Topographical Factor K2| a = 0 87 if Category = I 0 77 if Hurricane = yes A Vel > 100 A Category = I 1 00 if Category = II 1 15 if Category = III v Category = IV 0 otherwise 5 0 if Exposure = A Zg 7 0 if Exposure = B 9 5 if Exposure = C See Table 6-1 Importance Factor (Wind Loads) See Table 6-4 Terrain Exposure Constants 11 5 if Exposure = D 0 otherwise 1500ft if Exposure = A z = a = 9 5 zg = 900 ft K(z) = 201 — K(z) = 0 85 1200ft if Exposure = B 900ft if Exposure = C 700ft if Exposure = D 0 otherwise 2 ' K(z) = 0 85 Kd = 0 85 Vel =147 Iw = 1 z = 15 ft 100ft if z< 100ft A Exposure = A 30ft if z < 30ft A Exposure = B 15ft if z < 15ft A (Exposure = C v Exposure = D) Oft if Exposure > D v Exposure < A z otherwise qz = 0 00256 K(z) Kzt K.d Vel Iw psf qh = qz qh=39916psf See Table 6-5 Velocity Pressure Exposure Coefficients Case 1 a' = mm(40% hbmld> 10% wbu,id, 10% lbulld) a = max(a',4 % min(wbu,|d,lbul|d),3ft) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ^-^Progressive (Engineering 3nc.** *•* *•* Page 5 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports MAIN WIND-FORCE RESISTING SYSTEM Trophy Suite II - California B If area of openings is unknown use Partially Enclosed Buildme = Partially Building' =Low_Rise if hbu,]d < 60ft A hbul|d < min(lbUiid>Wbuild) A (Building = Enclosed v Building = Partially) Building otherwise Exposure =3 0 = Odeg Vel = 147 Category = 2 Iw = 1 q^ = 39 9 psf z=I50ft Mean Roof Height a = 3 ft 2 a = 6 ft End Zone Length(s) "Building Type1 f Enclosed \ Partially Low Rise "Hurricane" "Category""Exposure" rw Open ) Building = 2 Building' = 3 II III 3 ,4j B C Dj Hurricane = See Table 6-7 Internal Pressure Coefficients for Buildings GCpl =0 55 if Building = Partially 018 if Building = Enclosed 100 otherwise '220 "\ GCpl = 0 55 See Figure 6-4 External Pressure Coefficients for Buildings Case A Sec 6 5 11 4 1 Windward Overhang Uplift G = ° 85 CP = ° 8 G CP = ° 68 P0 = qh G Cp Po = 27 1 psf GC,pfAv if Building' = Low_Rise (040 -069 -037 -029) if 0 < 5deg (053 -069 -048 -043) if 0 = 20deg (056 021 -043 -037) if 30deg < 0 < 45deg (056 056 -037 -037) if 0 = 90deg linterpl angleref, Angle 100 otherwise (k),o) if Building' = Low_Rise (061 -107 -053 -043) if 0 < 5deg (080 -107 -069 -064) if 9 = 20deg (069 027 -053 -048) if 30deg < 0 < 45deg (069 069 -048 -048) if 6 = 90dcg lmterp[angleref, Angleg 100 otherwise PAk = qh (GCpf Ak) <k>,0) Case B GCpfB GCpfE B = (-045 -069 -037 -045 04 -029) if Building'= Low_Rise PB = qh (GCpfBj (100 100 100 100 100 100) otherwise (-048 -107 -053 -048 061 -043) if Building'= Low_Rise (100 100 100 100 100 100) otherwise PEB GCpfEB progressive Engineering Page 6 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California PA T = (15966 -27542 -14769 -11 576)psf PEA T = (24 348 -4271 -21155 -17164)psf PB T = (-17962 -27542 -14769 -17962 15966 -11 576)p PEB T = (-19 159 -4271 -21155 -19159 24348 -17164)psf P0 = 27 1 psf Pi = (220 -220)psf Mam Wind Force Resisting System Wind Loads Load Direction Transverse Longitudinal Transverse Longitudinal Horizontal Loads End Zone Wall ] Roof 41 5 psf • -21 6 psf 41 5 psf ; -21 6 psf Interior Zone Wall Roof 27 5 psf -12 8 psf 27 5 psf -12 8 psf Max Horizontal Wall Loads Zone 1E I 4E 46 3 psf i -39 1 psf 46 3 psf S -39 1 psf 1 37 9 psf 37 9 psf 4 -33 5 psf -33 5 psf Exposure Velocity Mean Roof Height Slope a = Building Low Rise C 147 mph 150ft 0 12 30ft Partially Enclosed Vertical Loads Transverse Longitudinal End Zone Windward ; Leeward -64 7 psf j -43 1 psf -64 7 psf j -43 1 psf Overhang -69 9 psf -69 9 psf Interior Zone Windward Leeward : Overhang -49 5 psf \ -36 7 psf -49 5 psf \ -367 psf -54 7 psf -54 7 psf 43) CASE A WIND DIRECTION RANGE I I I I I I I I I I I I I I I I I I I 1 I dijjii^P^ Page 7 of 36Progressive (Engineering 3nc. ^02004-2002 *' "/ *^ By CH Date 10/26/04 WMmMt'H^'-"~^> 5844° state Road 15 - Goshen IN 46528_ & ^^^ffl^E^B-^^ Phone 574-533-0337- Fax 574-533-2786 • www p-e-i com OutbBCk SpOrtS Trophy Suite II - California _ Determine Wind Loads DCr ASCE 7-98 §6.0, 6.5 Analytical Procedure: | Exposure = C Category = II • Vel = 147 See § 6 5 6 1 Exposure Categories, General Use A, B, C, or D See Table 1-1 Classification of Buildings and Other Structures Use 1, II, III, or See Figure 6-1 Basic Wind Speed (mph) (3 second Gust) IV Hurricane = yes (effects yes or no US Atlantic Ocean and Gulf of Mexico coasts where the basic wind speed is greater than category I only) 90 mph, and Hawaii, Puerto Rico, Guam, Virgin Islands, and American Samoa • Building = Partially See §62 Definitions for "Enclosed" , "Partially" Enclosed, and "Open" Buildings 0 = angle(12,0) • wbuild = 26ft h wan = 12 ft 1 "build = 32ft K| = 0 00 K2 = 1 1-., , , k .1 _l_"build - "wall + HI Roof Angle 0 = Odeg Building Width Wall Height (includes 8ft first floor wall, 4 feet above grade) Building Length (minimum length without effective wind loads) 000 K3=000 Kd=085 See Table 6-6 Wind Directionality Factor (0 85 when using load combinations, 1 0 otherwise) wbuild / \ Note Values shown in IRC 2000 Table R301 2(2) are derived using 085t'inl A 1 4 hbu,id=12ft z = "build Mean Roof Height | K7t = (l + KI K2 ^3) See Figure 6-2 Multipliers for Obtaining Topographical Factor KZI Iw = 0 87 if C 0 77 if H • 1 00 if C 115 if C 1 0 otherwi a = 5 0 if Exp 7 0 if Exp • 9 5 if Exp 115 if Ex 1 0 othcrwis See Table 6-1 Importance Factor (Wind Loads) urricane = yes A Vel > 1 00 A Category = I ategory = II Iw = 1ategory = III v Category = IV se See Table 6-4 Terrain Exposure Constants osure = A zg = 1500ft if Exposure = A z = 100ft if z < 100ft A Exposure = A osure = B 1200ft if Exposure = B 30ft if z < 30ft A Exposure = B osure = C 900ft if Exposure = C 15ft if z < 15ft A (Exposure = C v Exposure = posure = D 700ft if Exposure = D Oft if Exposure > D v Exposure < A e 0 otherwise 7. otherwise 2 — See Table 6-5 Velocity Pressure ( 7_\ Exposure Coefficients Case 1 D) — I K(z) = 0 85 • K(z) = 0 85 K7t == 1 Kd=085 Vel =147 Iw = 1 z=15ft »' = mm(40% hbulld, 10% Wbul|d, 10% lbul)d) a = max(a',4 % min(wbu,id,lbulld),3ft) • q7. = 0 00256 K(z) K2t Kd Vel' Iw psf qh = qz qh = 39 916 psf 1 1 1 1 ^*^_ TVopress/Ve Engineering Inc. j£~£M | 'ffMMl f9iilif^ 58&4° state Road 1S • Goshen, IN 46528^^g^ggggsP*^ Phone 574-533-0337- Fax www p-e-i com Outback Sports 574-533-2786 Trophy Suite II - California COMPONENTS AND CLADDING ^cf ... JA "Building Type" "Hurricane" "CategoryEffective Wind AreaExposure = 3 Hurricane =1 , , Category = 2 Building = 2 Vel= 147 6 = Odeg 50Q I qh=399psf z= 150ft Mean Roof Height 'Enclosed^ ( \\ /yes>| (\^ /,N / ft2 Partially =2 {no) = {o) U V Open j V3j In jvj J See Table 6-7 Internal Pressure Coefficients for Buildings fOQQ\ jCp, = if Building = Open ( 0 55 ^, if Building = Partially 1-055J . if Building = Enclosed1-018J fiooA . otherwise (Values shown are for A' = 10ft ) (055} GCp'-l-055j Pi = Qh GCp, P, =i ' i " "Exposure" • '\\ f^ fl\ ' 2 B 2 _ 3 C ~ 3 | 4J (D) (4) 1 1 ( 220\ M--( , Psf V ** / See Figures 6-5 through 6-8 External Pressure Coefficients Roofs :p, PI = mm(p'i,-10psf) P^ = max(p'i,10psf) PI = P2 = mm(p'2,-10psf) ?2 = max(P'2, lOpsf) P2 = P3 = mm(p'3,-10psf) P3^ = max(p'3,10psf) P3 = -61 869^ 53 928 j '-93802^ psf rrGC <3> See Figures 6-5 through 6-8 External Pressure Coefficients Roof Overhang <2> , , .,, „ „„ <2>- p oGCpo =(-17) Po2=qhGCpo Po2 =min(po2,-10psf) See Figure 6-5A External Pressure Coefficients for Walls <4> ( nGCp =P'4 = <S> Po3 =mm(Po3,-10psf) -GCp, P4 = min(p'4,-10psf) P4^ = max(p'4,10 psf) P4 \V I ^/^ I „ /™ lrt __^\ p _ maxfp'^ 10 osf^ 2~l ^-1 Po2 Po3 P4 T» .psiV 53 928 J ^-133717^ . psf V 33928 J = -67 856 psf = -111 764 psf = [~65081 |Psf ^ 61 869 j f-77835^ 1 1 1 •M B a' = mmi(40% hbu,|d, 10% wbul|d, 10% lbu,id) a = max(a',4 % min(wbul|d,lbu,id).3ft) I I I I I I I I I I I I I I I I I I I I I I I Progressive Engineering Page 9 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California Zone 1 2 2 oh 3 3 oh 4 5 Effective Area (sq ft) < = 10 -61 9 psf 33 9 psf -93 8 psf 33 9 psf -67 9 psf n/a -133 7 psf 33 9 psf -11 18 psf n/a -65 9 psf 61 9 psf -77 8 psf 61 9 psf 100 -57 9 psf 29 9 psf -65 9 psf 29 9 psf -63 9 psf n/a -65 9 psf 29 9 psf -31 9 psf n/a -58 8 psf 54 8 psf -63 7 psf 54 8 psf Building Classification Partially Enclosed \ Wind Speed Exposure "a" Slope ~'~~ ~'~l47mph™~ ~~ C 30~ft ¥12 500 -57 9 psf 29 9 psf -65 9 psf 29 9 psf -43 9 psf n/a -65 9 psf 29 9 psf -31 9 psf i n/a -53 9 psf 49 9 psf -53 9 psf ! 49 9 psf Roof Mean Height ~~ Is o"ft a M a\M © *, "» © Note Higher pressure at the ridge line only applies to roof pitches > 10 degrees (2 12) ^-^^Progressive (Engineering 3nc.^ *~ *•' Page 10 of 36^02004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Wind Load Effective Areas Trophy Suite II - California Wall Stud '7<T\ 75 80 hstud =85 95 ft spacing = 16m Astud = hstud spacing Gable End Stud hgable - 12 14 16 18 .20J Roof Truss/Rafter wunit = 16°'n oh = 12m Agable = hgable spacing spacing 192 in Aroof = (wunit + oh)spacing Astud = 100 107 11 3 127 Agable = Aroof = (133^ 160 187 21 3 240 26 l) 19 \\ 229 ft2 28 7 j I I I I I I I I I I I I I I I I I I I I I Progressive Engineering 3nc.Page 11 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California I I I I I I I I I I I I I I Given Dimensions for 2'/2" x 1 '/2" x 1/8" t= 0125 in B = 15m C = 2 5 in R = — Sectional Property Formulae A" = t [2 (B + C) - 8 R + 7t (2 R - t)] r.-^i^KB-.nfSfiy6 \ 2 I •-R i! I U L t(C-2R) * 8 R'-(R-.)'] + - 8 t R2 (R - t)2 4 5 TI (2 R - t) + jt t (2 R - t)R +4 [RS - (R - t)3] MCJllR)+ _Bzlf+t(B-2R)3 +^__g_^R4_(R_t)4] 2 ) 6 V.>, c4 5 + —8 t R2 (R - t)2 4 5 it (2 R - t)+ TC t (2 R -R +4 [R3 - (R - t)3] 3n[R2-(R-t)2]_ S", = 2 I" S"v = 2 I" W = 3 3996 A" = 0 897 in2 I"x = 0 706 in4 d = 10m I"y= 0316m S"x = 0 565 in S"y=0421m r"x = 0 887 in W = 3 05 plf A"2 i = A" r"y = 0 593 in l"x 2 1 = I"x '"y 2 1 = I"y A2 i = 2 A" Ix 2 l = 2 I"x Iy 2 l =2 I"y + 2 A" . 2 Ix B Sy2 l = 2 Iv 2 i -^ Progressive (Engineering Page 12 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Trophy Suite II - California Per AISC condition #1 — Simple Beam — Uniformly Distributed Load Fy = 36 ksi Roof Steel Assembly Inputs I=Iy2l Lr = 8ft tw = t E = 29 I06 psi Fv = 0 4 Fy A=A2i-22Ct S=Sy2i Fb = 06Fy A = 0 545 in2 wdi = 10 psf width = 3 ft + 10 in (240}delta = . camber = 0 in = 12 Results- Vn Shear & Reactions (w + Wdi) width Lr Bending Moment Vallow = Fv A Vmax = Vaiiow w =2 vallow- - — Lr width - wd[ w = 501 379 psf ' Mr (w + wdi) width L M „ - FU S M = M ii_ .1 ^ lvlallow - fb s Mmax lvlallow 8 Mallow wdl = 2 104 < 10 psf width Lr Deflection width 384 Aa||ow E I 5 w Lr Lr ~ camber Aallow =384 E I delta W2+, =(2-i) wd] B width 5 Lr w = 5 903 x 10' psfJ = Callow w - 3 942 x 10 psf w = mm(w) wmax = 501 5 psf [ Therefore, wmax = 501 5 psf > 60 psf required, OK I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ^Progressive Engineering 3nc. Page 13 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Given Dimensions for 2" x 2" x 3/16" Tube t= — in B = 2 in C=2m R = — in16 8 Sectional Property Formulae A" = t [2 (B + C) - 8 R + 7t (2 R - t)] rx=MB-2R)+2t(B_2R)rC- Trophy Suite II - California X + t(C~2R) +|-- 2 ) -5-V-<*-'>4]45nJ + —8 t R" (R - t) 4 5 7i (2 R - t) + 7t t (2 R- t)R R3 - (R - t)3J -0 t(B-2R) In 8 U 4 4]— + + |_R - (R - t) J + -8 t R2 (R - t)2 4 5 7t (2 R- t)+ 7t t (2 R - t)_ .[R3-(R-t)3] 2 37t[R2-(R-t)2]_ - R + x vSit __ 1_ CM _ £_x ~ ,, s y ~ M"xr'' = — r"v = I— W = 33996 A" A" =1269 in2 I"x = 0668in4 3 d=145m A22 =2 A" I"y=0668m S"x = 0 668 in S"y = 0 668 in I"y + 2 A" d r"x = 0 726 in r"y = 0 726 in 1 W' = 4314plf A"2 2 = A" '"x 2 2 = '"x y 2 2 = y = Q ,-^ Page 14 of 36Progressive (Engineering 3nc. ^02004-2002 "J... *•* ~::i: By CH Date 10/26/04 58640 Slate Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California Per AISC condition #1 — Simple Beam — Uniformly Distributed Load Roof Girder Steel Assembly Inputs I = Iy 2 2 A =A22-22Ct Lrg = 24 ft E = 29 10 psi S = Sy 2 2 Fy = 36 ksi Fv = 0 4 Fy Fb = 0 6 Fy wdi = 10 psf width = — ( 240^ delta = | camber = 0 in 1,360 J i = 12 Results: Shear & Reactions Vn (w + wd|) width LIrg Bending Moment = Fv A Vmax = Vallow 2 valloww = - - — - wdl1 Lrg width Mr (w + w,u) width LrgT£ Manow =Mmax = Mailow 8 Mallow width Lr wdl R w = 301 304 psf ' = 451 107 psf Deflection 5 wL w = | ' width w ) fg 384 El - camber Aal|ow = delta 384 Aanow E I — (2 - i) wd|= 613 378 psf Amax = Aa!|ow = 415 585 psf width 5 Lrfr = mm(w) wmax = 301 5 psf | Therefore, wmax = 301 5 psf > 60 psf required, OK P = -!—- (wdi + 125 psf) P = 6480 Ib4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I progressive ^Engineering Page 15 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com SpOrtS Trophy Suite II - California Per AISC condition #1 — Simple Beam — Uniformly Distributed Load Floor Joist Steel Assembly Inputs d = 7 25 in Ix f 2 1 = 2 I"x Iy f 2 1 = 2 I"y + 2 A"2 i d2 Sx f 2 i = 1 = !yf21 tw = 0 125 in Fy =36 ksi E=2910ps, A = A21-22C21t21 s=Syf2) Fb=06Fy Results: Shear & Reactions 2'xf21 2Iyf21 —B~ S^f21=~l— wdl = '0 Psf width = 4 ft + 3 5 in (240}delta = . camber = 0 in{360} i = 12 R x 1 ,1 • , •1 R Vn (w + wji) width Lf Bending Moment - vallowvallow = FV A Vmax = Va|iow w = — - wdl w = 446 766 psf1 Lf width ' w = W2+, = 8 Deflection w + wji^ width w J 384 Aallo\v Ei 4width 5 Lf 8 Mallow 2width Lf" = 1 374 x 10 psf 5 w Lf Lf__-camber Aallow =delta ~ Callow - (2 - i)w = 2 796 x 10 psf w4 = 1 87 x 10 psf wmax = mm(w) wmax = 447 psf [ Therefore, wmax = 447 psf > 60 psf required, OK Progressive Engineering Page 16 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com SpOrtS Per AISC condition #1 — Simple Beam — Uniformly Distributed Load Trophy Suite II - California Floor Girder Steel Assembly Inputs d=825m Ixf22=2I"x Iy f 2 2 = 2 I"y + 2 A"2 2 <Sxf22 = I = Iyf22 A = A2 2 - 2 2 C2 2 t2 2 Lfg = Lrg ps, _ c r- by f 2 2 Fy = 36 ksi Fv = 0 4 Fy Fb = 0 6 Fy 2Ixf22 - - -B Lfwdl = '0 psf width = — (240} delta = . camber = 0 in = 12 Results- Shear & Reactions i x •< (w + wdi) width Lf 'max 2 vallowVallow = Fv A Vmax = Vallow w = - - — - wd) w = 923 912 psf Mr Bending Moment _ (w+wdl) width Lf2 Mallow = Fb s Mmax = Mallow Lf width 8 Ma|iow 3wji w. = 2 364 x 10 psf2 -width Lf Deflection w + w = | width w ) 5 w Lf LfAmax = -——— ~ camber Aa||ow = —-384 E I delta 384 Aal,ow E I ,- (2 - i) wd|= 5467x 10 psf ~ Callow W4= 3651 x 10 psf width 5 Lf 3 wmax = mm(w) wmax = 924 psf Therefore, wmax = 924 psf > 60 psf required, OK I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ^progressive (Engineering Page 17 of 36 Job No 2004-2002 By CH Date 10/26/04 58440 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Given Dimensions for 4" x 2" x 3/16" Tube 3 3t = — in B = 2 in C = 4 in R = - in16 8 Sectional Property Formulae A" = t [2 (B + C) - 8 R + 7t (2 R - t)] t(B-2R)I"x = — — - - + 2 t (B - 2 R) Trophy Suite II - California 8 t R2 (R - t)2 457t (2 R-t) 45 nj + 7i t (2 R - t)R +-(R-t)3] l"y =(C - 2 R)_ 8 t R2 (R - t)2 + + 7i t (2 R - t) 4 5 7i (2 R - t) 2I"v B 4R + _2 37t[R2-(R-t)2]_ 9 T" 0 1" I I" I I"2 l x ^ 1 y MX My psiS"x = S"v = r"x = — r"v = — W = 3 3996 — A"c y B JA" y JA" ft f^ Page 18 of 36 Progressive (Engineering 3nc. B/°C™S», 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports 4" x 2" x 3/16" Wall Column with eccentric loading (AISC) Trophy Suite II - California I I I 1 — z n k - 1 0 r - r x U - Zi* r U pSl A 7 F Sx — J\ Cm=085 Cc= (2*-^ K = —r c ( ,f Fa=26 Fb=27 "f F check \l fy sy K= 17341 Cc= 126 2,2E) 23 K2 ~ 5 3 ( "•) 2 C 2 . (3K) 8 r*^r- fa CO"! |,C1 Fy 12 n = S P A 1E K3 23 K2 - , 3 L » <~'c 523 ksi 6 ksi (Cm I = "OK" ivix — — lLrg ~ ^ j HI 03 y psi iviy — — ^Lr 8 [+3 ft 77 8 psf J 8 |_+3 ft It Z J llj OJ V psi ^ 77 8 psf J 1 Mx = 071 ft kip My =0183 ft kip 11 P= 648 kip 1 Mx p 2SX P, A C C ... /hb 0 6 by M / fu -• / /t>y ' ^ ^-~ 2 Sy 1 4" x 2" x 3/16" Tub~"\ \ ^~»- fa= 3 21 ksi fb x = 2 203 ksi fby=0 852 ksi fb x) (cm fb y) ^e ) \-T,Fb 6/ R 9 1 ^fiQ % -^ 1^\ M m 1 >1.1 1 1h > 1 1 1 f 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I p. Page 19 of 36 Progressive ^Engineering 3nc. JobN° 2004-2002 *^ *-'»-' By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California Note The calculations presented addresses the Series II & III posts and anchorage from the units down to foundation only unit miixDL,,nitmnv = 19kip Dead load per unit's corner post is p,, = Pdl = 475kip-unit max = l9k'P Dead load per unit's corner Post IS LLroof = 60psf LLfloor = 60psf (60 psf - assembly fixed seating - restricted access to occupancy load therefore 60 psf will not be exceeded) = 16ft Wm2 = 16ft WIT 3 = 24ft Wn 4 = 32ft SERIES II - 8'-0" !— 8'-0" -i_.... SERIES III '— -H'-O" 1—- 8'-0" . T = 24ft 4 = 32ft Ln = 21ft + 6m = 26ft + Oln 8'-0" -!- Hn = 9ft + 3 in = 9ft + 3ln ! -- 8'-0" ---- 8'-0" ------ 8'-0" --- 8'-0" g'-O" *-• 8'-0"—— g'-O" -! Progressive (Engineering 3nc. Page 20 of 36 58440 State Road 15 - Goshen, IN 44528Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Trophy Suite II - California up wind mt Base Shear Series II Units Outback Sports From ASCE 7-98 wind load analysis (147 mph exp C, category II), the lateral pressure for designing the Mam Wind Force Resisting System is Plat wmd mt = 27 5Psf at the mtenor ZO"e Plat wind ext = 4l 5Psf at the exten°r ZO"e The corresponding uplift pressure on the roof is a = 3ft at the mtenor zone Pup W]nd cxt = -21 6psf at the exterior zone The shear at the base of the unit (not at the foundation) is determined as follows Longitudinal direction v,r ,ong 2 = P,at wmd mt (w,, 2 - 2a) H,, + P,at wmd ext 2a H,, Vn ,ong 2 = 4 847 kip Two unrts VII long 3 = Plat wind mt (WI1 3 - 2a) HII + Plat wind ext 2a HII VH long 3 = 6 882 k'" Thre6 UnltS VIIlong4 =Platw,nd,nt(WII4-2a)H.I + Platw,ndCxt2aHI[ VII long 4 = 8 917 k'P Four units VII traverse = Plat wind mt (LII ~ 4a) HU + Plat wmd ext 4a "ll VII traverse = 7 023 k'P Al1 unltsTraverse direction Overturning Moment Series II Units Longitudinal direction The overturning moment at the base of the unit (not at the foundation) is determined as follows M , , "II . , \ P II long 2 = Plat wind mt (WII 2 ~ 2a) ~T + |Pup wind mt (WII 2 ~ 2aj ~T + P lat wind ext JJ ^upwind ext| "a 2 MII long 3 ~ Plat wind mt HU LII HH (WI/ 3 - 2a) — + |P«P wind mt| (WH 3 ~ 2a) ~T + Plat wmd ext 2a — + |p,up wmd ext| "a -, MII long 4 = Plat wind mt (WII 4 ~ 2a) ~ + Pup wmd mt (WII 4 ~ 2a) ~ + [Plat wind cxt 2a 2 + I?UP wlnd cxtl 2 IIlong2 = 82ftklP Twounits MIIlong3= HSftkip Threeumts MII Iong4 = 148 1 ft kip Four unitsM M M II long IIlong2 Basically translating to M^ , = 41 ft kip of overturning moment per unit m the longitudinal direction Traverse direction M :(L,,-4a) H "|P 9 | up wind mt W pII traverse ~ lat wmd mt MII traverse = 239 4 ftk'P W°rst CaSG ^f°r 4 UP'tS^ II4 + Plat wind ext (L.I- W up wind ext TT-I I I I I I I I I I I I I I I I 1 1 1 • 1•n 1_• 1 1 1 1 1 • 1 1 1 1 1 wliU^ Progressive (Engineering 3nc. ^02004-2002 ^fff'^^^k^ By CH Date 10/26/04 W^B^jy'J^P?lP% 58640 State Road 15 - Goshen, IN 46528 •o/^^^^ggg^Ji'^^ Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback SDOrtS Trophy Suite II - California From ASCE 7-98 wind load analysis (147 mph exp C, category II), the lateral pressure for designing the Mam Wind Force Resisting System is Plat wmd mt = 27 5Psf at the lntenor ZOne Plat wind cxt = 41 5Psf at the exterl°r ZOne The corresponding uplift pressure on the roof is a = 3ft Pup wmd mt = - ' 2 8Psf at the Interl0r Z0ne Pup wind ext = ~2 ' 6Psf at the exter'°r ZOne Base Shear Series III Units The shear at the base of the unit (not at the foundation) is determined as follows Longitudinal d.rection v,,, ,ong 2 = P,a, wmd ,m (w,n 2 - 2a) Hm + P,at wmd ext 2a H, Vm long 2 = 4 847 k,p Two units VIII long 3 = Plat wmd mt (WIII 3 - 2a) HIII + Plat wmd ext 2a Hl VIII long 3 = 6 882 k'P Three unlts VI1I long 4 = Plat wmd mt (WIH 4 ~ 2a) HITI + Plat wmd cxt 2a H1 VITI long 4 = 8 9 ' 7 k'P Four Unlts Traverse direction vm travcrsc = P,at wmd ,nt (L,,, - 4a) H,,, + P,at wmd ext 4a H,, V,,, traverse = 8 168 k,p Overturning Moment Series II Units The overturning moment at the base of the unit (not at the foundation) is determined as follows Longitudinal direction 2 2(2IT T TJ ITT fill ITT\A p /\i/ on\ . i p (\\r T-A i P ^-i i PMIIIlong2 Matwmdmti^in "aj 2 ' Pup wind mt (WIII 2 -d) 2 '[ Mat wind cxt ^ 2 + Pup v „ 2 2 ( 2 11 III IIIM , P I\M l-i\ 1 P 1 (\M ^i\ 1 P ~<-i 1 PIvlllllong3 natwmdmtiwlll3 ^dj 2 ' ' up wmd mt| (W1II 3 ^) , ' ^ lat wind ext 'a 2 + pup w 2 2 ( ~> HJH LJJJ HJTT" TVf — P /\\7 9n\ 1 P (\\1 ">n\ 1 P ^-i 1 PMllllong4 Matwmdmt^IIU 2aj 9 '*" ' up wind mt iw!II 4 ^aj 2 ' 1 ' lat wind cxt -d -, + Hup v MIIIlong2= 1095ftkip Two units Mn, , 3 = 1535ftkip Three units MIM | 4 = 1975ftkip Four units MIIlong2 M III long , Basically translating to Mj^ ( = 41 ft kip of overturning moment per unit in the longitudinal direction Traverse direction 2 2 2 \A — Pi M jd-il -iP A-\ iP /I A-i\ iPMIII traverse Mat wind mt (Lm 4aj 2 ' ' up wind mt 4a 2 '' lat wind cxt 1LI1I 4dj 2 + pup win MIII traverse = 252 7 ftk'P Worst case (for 4 unlts) All units /md ext 2a md ext 2a 'indext 2a d cxt (4a^ I --^ Page 22 of 36Progressive Engineering 3nc. Job No 2004-2002 I** *-c *-r RV PH Date 10/26/04 • I 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com SDOrtS Trophy Suite II - California The axial load imposed on the columns due to the overturning moments from wind are determined as follows I Series II Longitudinal direction The number of columns along one side that resist the overturning moment (longitudinal direction) are • "long = 2 I I I Pwl II, = „, " ".""•"" Pw. H, = 1496 2 lb F0r f°Ur UmtS I I I I I I I I I I I II Ionsp ,., = 2- p - „ = 953 ib For two, three and four units 1 LII "long ' Traverse direction The number of columns along one side that resist the overturning moment (traverse direction) are n =5traverse J II traverse '-> 117 ~ wl "l2 WII4 "traverse 2 Series III Longitudinal direction The number of columns along one side that resist the overturning moment (longitudinal direction) are "long = 2 MTT, I Pwl III = Pwl III = 788 lb For tw0'three and f°Ur UmtS 1 LIII "long ' Traverse direction The number of columns along one side that resist the overturning moment (traverse direction) are "traverse ~~ P = ln traverse =157931b For four units W1 ill'-j \\j w 1 111 •*z wjjj 4 ntraverse I I I I I I I I I I I I I I I I I I I progressive Engineering Page 23 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 44528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California Gravity Analysis The Live Loads on each units corner columns is determined as follows = 60 psf LLfloor=60psf LLroof LLfloor) II LL 2 I LIII (LLroof + LLfloor) PIIILL — The dead load on each corner column is pd] = 4 75 kip ASCE 7 Load Combinations for Allowable Stress Design I D II D+ L in D + W or D + 0 7E iv D + 0 75L + 0 75W or D + 0 75L + 0 75 (0 7 E) v 0 6D + W or 0 6 + 0 7E For series II Pdl P,ILL=516k,p PIIILL=624k'P For Series II For Series I II = Pdl "II = Pdl + PII LL '"II = Pdl + max(Pwl II) + ° 75 PII LL + ° 75 max(pwl II) vll_w = ° 6 Pdl - max(pwl II) For series III AxlalIImax • = P in = 6 25 kip ivn w = 9 74 kip 1II>"lI>1"lI>lvII_w>vII_w) Axialn mm = mm^iijjji III = Pdl "III = Pdl + PIII LL '"III = Pdl + max(Pwl III) lvIII_w = Pdl + ° 75 PIII LL + ° 75 max(Pwl IIlvIII_w = 0 6 Pd, - max(Pwl „,) iln = 475kip n,n=1099kip iiim= 6 33 kip v][w=135kip lvIII_w = ' ° 6' k'P vIII_w = 1 27 kip AxlallIIImax =Axlallll m.n progressive Engineering 3nc. Page 24 of 36 Job No 2004-2002 By CH Date 10/26/04 58440 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Trophy Suite II - California Post Design Loads • Interior (non-corner) Posts (Corner posts will have less load on them than the interior therefore designing for the interior condition) Series II Axialjj max= 9 91 kip Load combination nThe maximum axial load per post is The minimum axial load per post is Series III The maximum axial load per post is The minimum axial load per post is min= 1 35kip Load combination v lLh v = 6,25ft Lhv =,6 25ft :. U A i"*;;::- -^ *J J' 'ffi •?• ' jifC __' f\.0if —^v'o ecc = 2m Mecc = Axial,,, max ecc SHSS4X4X3/16 max= 10 99kip Load combination u Axialjj min= 1 27kip Load combination v Cm=085 Axial,,, max = 10 99 kip Mecc = 21 98 kip in M, = Okip ftI F = 46ksi Fu = 58ksi M2 = Mccc Properties of the shape selected = 258m" d = 4 in = 4 in Wt=94plf I =62m Z = 3 67 in3 J = 9 96 in4 h = d Sx = 3 1 in I = 6 21 in Sy = 3 1 in3 rx = 1 55 in r = 1 55 in tnom=0188m t = 0188m Allowable Steel Stresses (04Fy) ,f 'h 380 Fv= 184ksi ksij "See AISC F4 2 for Fv" otherwise = 1950+ 1200 Lc= 14 13ft For box sections E = 29000ksi ksi I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I — Pase 25 of 36Progressive (Engineering 3nc. JobNo 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Comp -"Non-compact" if bf 238 1 1 F d 760 t "Compact" if ^bf . 190 ^ fd 640}— <1 IF,, Trophy Suite II - California Compactness check for hollow structural steel members Comp = "Compact" 1 F,, Fbx = "Slender shape" otherwise (0 66 Fy) if (Lc > Lb x) A (d < 6 bf) A (Comp = "Compact") (0 6 F ) if /Lc < Lb x) A (Comp = "Non-compact" ) v (LC < Lb x) A (Comp = "Compact" ) Fbx = 30 36 ksi "Choose other shape" otherwise (075Fy)if 2 t L^-|=iA(F^65H ksij F,, 1 075 - 0 005 —if (R, < i Fb = 32 811 ksi 2t (0 6 F ) otherwise kx Lb x ky Lby Ky = K =K=39 = 32811ksi Progressive (Engineering Page 26 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Trophy Suite II - California cc =CC=H16 F' = 12 if 23 K" -c2J otherwise 3 K F_ ="Member is slender Revise shape or brace more often1" if K > 200 "Member exceeds limiting width-thickness ratios1" if Bf 95 2tf fFy. ' ksi ) htw> 760 ksij Fa= 24 13ksi kxLbx F' otherwisecl kyLby y M, = 387 ,= 387 _ 12 7t2 F. _ 127i2E ex ~ 7 Fey ~ 2 M Mv=0k,pft fhv = -i fhv=0ks, y •y - ™F " 'by - 'by ^Mx=Mecc 23 fbx=709ksl 23 P = 2Axial,n i + ^ /' Fa + Fbx ^ P= 21 98 kip if — <0 15 fa= 8519ksi fbx fb' Pbl + fa (Cmfbx) (Cmfby) rbx otherwise Rc = 82 %Therefore a 4x4x3/16 tube post can support the loads imposed on it I I I I I I I I I I I I I I I I I I I 1 1 1 • 1 if^^^v r~x Page 27 of 'ijgffiin^ Progressive Engineering 3nc. B^°D^t w'jtfsUj^mff"^~y 5864° State Road 1S • Goshen, IN 465281B/ ^^SiSB&S^*" Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Lateral Bracing Design Trophy Suite II - California Design for a four-unit condition The controlling base shear when the wind acts in the longitudinal direction is the same |^H 1 1 1 1 1 1 1 1 between the series II & III Vlong = VIIlong4 V|ong = 8 917 k,p ip— T .-• -- „- — •— , Series III has the controlling base shear when the wind acts in the traverse direction ^traverse = III traverse ^traverse = ° P Assume using tie-down straps that come down at 45 degree angle i "side = 2 ,I maX(Vlong-Vtraverse) ^ J ! Pstrap rcq'd sm(45deg) nsldc straP rccl'd Therefore need eight straps (one pair per each corner) with a capacity directions of 6 3 kips each to resist the base shear in the two Assuming the inter-fastening between each unit can transfer a shear of 4 847 kips from one unit to the other - achievable with one fastener by inspection Pin Connection Axialm max = 10 99 kip Maximum axial load from a post Capacity of a 5/8" diameter A490 (grade 8)- N bolt in double shear is , 271 dboltRv = Fy n d Rv = 1 0 996 kip Fv = 28ksi dbo,t = -in ns,dc = 2 4 The capacity of a 1/2" diameter A490 (grade 8) - N (bearing) bolt in double shear is greater than the axial load it needs to transfer, therefore it is acceptable Use a 1/2" diameter A490 acceptable By inspection, the walls of the tube will not fail in bearing due to the pin bolt Better grade or larger diameter bolt is connection p,^ Page 28 of 36 Progressive ^Engineering 3nc. jobN°2004-2002 ::::::::::=::::::~ !!___ f_, By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Trophy Suite II - California Leg-Extensions - Interior (non-corner) Posts (Corner posts will have less load on them than the interior therefore designing for the interior condition) Series II The maximum axial load per post is The minimum axial load per post is Series III The maximum axial load per post is The minimum axial load per post is AxialIImax=991k'P AxialII mm= ! 35k'P Load combination n Load combination v Axialin max= 10 99kip Load combination n Axialni mm= 1 27kip Load combination v I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p. Page 29 of 36 Progressive (Engineering 3nc. ^02004-2002^ «-/ ^ By CH Date 10/26/04 Trophy Suite II - California Cm=085 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Leg "Splice" Tube LlJ^Ift Lfi-v =%ft ikV=08 'fif = 08: ipXff -«»: kXii'-' •%' ~.-y ecc = 2m Mecc = Axial,,, max ecc Axial,,, max = 10 99 kip Mecc = 21 98 kip in JH^3-1/2>G-1/2)Q/16 J ^ 813Fy=46ksi Fu = 58ksi M,=0kipft M2 = Mecc m 2Properties of the shape selected A = 2 24 in 4 — 1T1 1-. -T V'-> 111 lv 1 ~J ~> 111 1.. 'y x yd = 35m bf=35m Wt=813plf IY = 4 1 in4 Iv = 4 05 in4 r=135m rv=135mi A y A y Z = 2 76 in3 J = 6 56 in4 h = d Allowable Steel Stresses Fv =(04Fy) ,f h 380~ Sx = 2 31 in3 Sy = 2 31 in3 tnom = 0 188 in t = 0 188 in Fy= 184ksi ksij "See AISC F4 2 for Fv" otherwise Lc = 1950+ 1200 Lc= 12364ft For box sections E = 29000ksi y ksi I (-^Progressive Engineering 3nc. Page 30 of 36 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com OutbaCk SpOrtS Comp ="Non-compact" if "Compact" if Df 238— < ksi j 76° t IF ksi J _y. ' ksij "Slender shape" otherwise 'd 640 ^ I —JksiJ Trophy Suite II - California Compactness check for hollow structural steel membe Comp = "Compact" •I Fbx=(0 66 F ) if (Lc > Lb x) A (d < 6 bf) A (Comp = "Compact") (0 6 F ) if (Lc < Lb x) A (Comp = "Non-compact" ) v (LC < Lb x) A (Comp = "Compact" ) Fbx = 3036ksi 'Choose other shape" otherwise Fby =(075Fy) 3f 65 7,*-nFlAl"y < 65 ksi) ks.J KX = K = max^,]^) ,,T C^ = Fv 1 075 - 0 005 | —y ( 2 tf (0 6 F ) otherwise b x k"y Lb y FLW = 34 5 ksi if ksi 65 2 t K=21 = 111 6 Fb = Fby Fb = 34 5 ksi F' =r a 71 23 K f I _ V otherwise i 3 K _ JL 3 8 C' „ ^ I I I I I I I I I I I 1 fi "N>.1 miWSm^a, cx /i Page j^ Progressive Engineering 3nc. Bv J°b H N°D f9f":W~y 58640 State Road 15 - Goshen, IN 46528 ^JSM^^ Phone 574-533-0337- Fax 574-533-2786 www p-e-i com OLltbaCk SpOrtS Trophy Suite II - California 1 %• • 1 *" Member is slender Revise shape or brace more often1" if K > 200 (^ ^„ ^ — Member exceeds li in it ing width-thickness rutios it >2tf r V N F' otherwisea 5 ^ ( 760 ^\f H "*a— i ntw ic rey ' I b ksi ^ V V ksl / F, = 25 99 ksid |K **Kx I Lbx R kyLby r ^, ^ rx y ry Mv • My=0k.pft fby = -^ fby=0ksl Mx=Mecc y | P = 2Ax.almmax P=2198k,p fa = ^ f;l = 9 i «.-(; • ma 1 Rc = 94% a b x b y 1 [ 'a 1- + + — - if — <015 a bx byy \^ a ) '( fa fbx fbyHfa (Cm fb x) (Cmfby)V 1 1 I 1A 1 1 , T / Tl«6Fa Fbx Fbyj Fa r fa^ r f.^ [ 1 FexJ bX I FeyJ by. 2 r 1271 E rex -, ' ey 23 K/ Xfbx = — fbx=9515ks, ^x 8 12 ksi otherwise - Therefore a 3x3x3/16 tube post can support the loads imposed on it • Leg Extensions OK by inspection because using the same post size (4x4x3/16) and unbraced 1 1 1 1 1 1 length of 6'-3" as calculated before 127i2E 23 progressive Engineering 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Page 32 of 36 Job No 2004-2002 By CH Date 10/26/04 Outback Sports Support Bracket Trophy Suite II - California Axial "bolt = 2 III maxrvver"bolt v ver = 5 495 kip Mecc=21 98 kip in M_ sbolt = 5ln v mom sbolt rvmom =4396k'P rv tot 2 2 ' rv ver + rv mom rv tot V Braces for Leg Extension Rv= 10 996 kip The capacity of a 1/2" diameter A490 (grade 8) - N (bearing) bolt in double shear is greater than the axial load it needs to transfer, therefore it is acceptable Use a 1/2" diameter A490 bolt Better grade or larger diameter bolt is acceptable Note that these x-braces are mdependant of the required strapping for the foundation The sole purpose of this x-bracmg is to laterally braced the columns, they DO NOT brace the unit form movement due to wind or seismic loading The strapping called out in the "Lateral Bracing Design" portion of the calculations are to resist the shear due to wind and/or seismic loading Pbrace = 2% (2Axialm - ) The bracing force is typically taken as 2% of the compressive force Pbrace =4396lb brace Pbracc_ sm(45deg) Braces are at 45 degree angle to the columns, therefore the force in the brace is Pbrace =6217lb I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ,-^ Page 33 of 36Progressive (Engineering 3nc. ^02004-2002*•' J^; ^ By CH Date 10/26/04 58440 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports Trophy Suite II - California This sheet checks gives you the allowable compressive stress Fa for the shape, Lx, L , Kx, K and F inputted for l-shaped members Fv = 46ksiy Lx = 8 83ft Lv = 8 83ft kY = 1 0\ y \ky = 10 Properties of the shape selected d = Om A=119m" Zy = 0 797 in3 J = 1 09 in4 Wt = 4 3 plf Sw=0m4 Fb = 06Fyksi E = 29000ksi = 06m I =0641m t_=0iny w t = 0641 in3 S= 0641 in3 X=0m t=0ln kLx = kx Lx tnom = 0188in rx = 0 733 in ry = 0 733 in detal| bf= Om Y = Om kdcsign = 0 in kL = 8 83 ft kL = k L kL = 8 83 ft h = 0 iny y kL, = 144 557 =,44557 ny K= 145 Cc =Cc = 111 6 F'a = 23 K / \ if K>i K otherwise 1 3 K J O C-,, K 8C. "Member is slender Revise shape or brace more often1" if K > 200 "Member exceeds limiting width-thickness ratios1" if 95 ^2tf 2. ' ksij "tw> 760 F'a otherwise Fa = 7 15 ksi Pbracc=62171b Allowable axial load Axlalcap = Fa A Axlalcap=85klp The 2x2x3/16 tube used for x-bracing is capable of resisting the bracing loads = Om progressive Engineering Page 34 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 www p-e-i com Outback Sports FJ Foundation Bearing Pads Loads DLmod =19 kip L = 21 ft+ 6 in W = 8 ft "stacked = 2 Foundation Pad Design Trophy Suite II - California Grade #2 Size 2 X 12 Species Southem_Pme Fb 975 psi Ft 550 psi Fv 90 psi Fcx 565 psi Fc 1450 psi E 1600000 psi Adjustment Factors Section Properties CF b = 1 b1 = 1 5 in d1 = 11 25 in CFt= Sx = b' d',,2 1 -?-«. X~ 12 A = b1 d1 Iy = d' b' d' b'' 12 Allowable Stresses F'b = cfu cFb Fb F't = cFt Ft F'c = Fv= 90 psi Fc pcrp = 565 psi F'b = 1 17 ksi F',= 550 psi F'c= 1450 psi E = 1 6 x 10 psi A= 16875m I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ^Progressive Engineering Page 35 of 36 Job No 2004-2002 By CH Date 10/26/04 58640 State Road 15 - Goshen IN 46528 Phone 574-533-0337- Fax 574-533-2784 www p-e-i com Outback Sports Trophy Suite II - California Using 2 x 12 S P #2 Foundation Pads Inputs n=2 b=d' d=b' Cft, = 1 2 Cj = 1 25 P=2 ns{ac^ Lengths Lbeanng plate = 8 in (Steel) L1 = n b L' = 1 875 ft n' = 1 plancshear = Lbeanng piate + 2 (n + n1) d planeshear = 17 in L' - planesheara = a = 2 75 in2 ft \ i = 1 ceil — i = (1 ) Section properties + LLmod P = 29 32 kip -I-2A = L1 A = 506 25 in Sy=4219in Actual Stresses p Soil ^A- planeshear"Soil = - Soil= 8339 9 psf fv = A 4 planeshear 3 d M =S°'' fb = M = 4 927 in kip M fb= (0292)ksi [(n'+l) [n-(j-l)]] Sy (Conservative) J=l •cperp - 2 Lbeanng plate Allowable Stresses fvFv = 90 psi testv = — F'b= 1 17ksi testb = — F'b FC perp = 565 psi tcstc pcrp = fc pcrp = 458 1 25 psi testv = 45 7 % = (25)% 'c perp FC perp testc perp = 8 1 1 % >statusv = "fv <Tw ;::OK;'*1 l|tusb=K"f b < F b, ..I"' • '-iSaSf. ' ::.-ai;. 'l:.K • t' '[ ypirol Fas'teni.'iQ status ^^^ Page 36 of 36 progressive Engineering 3nc. ^0™*•* ^ Jy By CH Date B = 2 ft L ") ft— Z it B' = 2 ft 2 B LBl —B + L DfRatio = —B'Ratio = 0 042 qu = 05 y B 120 qcheck ="OK" if qu > Soil Qcheck = "OK" q =B L aav = 1 0 Es = 600 psi (modulus of elasticity of Soft Clay-conservative) I 58640 State Road 15 - Goshen, IN 46528 Phone 574-533-0337- Fax 574-533-2786 • www p-e-i com • SDOrtS Trophy Suite II - California Ultimate Bearing Capacity of Soil | Note Soil capacity determination is based on an ultimate bearing capacity method from Principles of I Foundation Engineering. 4th edition, chapter 4 by Braja M Das Because the installed units are I temporary facilities that have adjustable legs, some settlement is tolerable Small amounts of settlement can be fixed by adjusting the legs as long as ultimate failure of the soil supporting the im foundation does not occur The following calculation determines ultimate failure load of the worst I case type of soil y = 92 pcf M Dr = 06 (Denseness of medium granular soil - conservative) | Df = 1 m (depth of foundation) I Iqu = 11040 psf (pressure at which general shear failure in the soil will occur under a flexible 2' x 2' bearing pad - ULTIMATE LOAD CAPACITY ) Soil = 8339 9 psf (actual pressure at interior column (modules stacked 2 high) - Worst Case ) • I"NG" otherwise Sratio =21% S = B Srat)0 • S = 5 04 m (settlement just before general shear failure at load q u above ) | Actual Settlement determination (29 32 A Ip = kip (Actual Loads (dead + live) at mating foundation pad and | \\466J corner foundation pad respectively-modules stacked 2 high) I I I Sc = | in (actual settlement of 2' x 2' wood bearing pad in soft clay - differential settlement • ^0164) can be corrected by adjusting legs as necessary) • I .. . . SEISMIC CALCULATIONS FOR BLEACHER SEATING 2005 ACCENTURE MATCH PLAY LACOSTA RESORT & SPA CARLSBAD, CALIFORNIA JOBObO\4 DATE I-21-O5 BY KRC CHD JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET OF TABLE OF CONTENTS LOAD ANAYLSIS INFORMATION , 3 SEAT BOARD DESIGN 9 SEISMIC DESIGN OF BLEACHER FRAMES 10 MUD SILLS REQUIREMENTS .14 BASE PLATE TO MUD SILL CONNECTION .16 MUD SILL TO GROUND CONNECTION .17 RISA MODEL SUMMARY . .19 RISA MODEL - 9 ROW TIP STAND .20 RISA MODEL - PLATFORM FRAMES 38 RISA MODEL - BRIDGE FRAME .56 TECHNICAL DATA 62 JOB 05014 • Lxt*-%x^^ nsHst — ^^ DATE 1-21-05 CHDJPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 2.SHEET OF * J KA'dE T a B EQUIPMENT Co. INC. — LOAD TEST ANALYSIS — I ANALYSIS DESCRIPTION ANALYSIS OF A TYPICAL TEMPORARY BLEACHER SYSTEM ANALYSIS TO PROVIDE SUPPORT REACTION AND MEMBER STRESSES FOR VERTICAL AND TWO-DIRECTIONAL SWAY FORCES II. DESIGN PARAMETERS A. DESIGN LOADS BLEACHER IOOPSF VERTICAL 24PSF PARALLEL TO SEAT IOPSF PERPENDICULAR TO SEAT B. MATERIALS TUBING . STEEL E = 30,000 KSI G = !2,OOOKSI FV = 50.000KSI JACKS STEEL c-1018 C R E = 30,000 KSI G = I2,OOOKS| FY = 70.000KSI PLATES STEEL A-36 E - 30,000 KSI G = IZ.OOOKSI i i.1 4. I I i'-'l-..-PAGE 03/e? HI MEMBER ANALYSIS A ADJUSTABLE SCREW JACKS i- - \ SHEET 2 I ) 15/8" DIA. THREADED BAR • C-IOI8 C.R. STEEL F_Y - 70 KSI A = I /*85 IN2 I = 0 1755 IN* S - 0 2552 IN? R = 0.3^37 IN 18" REQUIRED EXTENSION SUPPORT FRAME DL = ~"~ SHEAR VERTICAL LOAD (U X i2#) / 2 + 35<L 8# SAY ^ 2i# / FT X 6' 576 LBS 6' X 6' X 100* / FT? 3600 LBS r-B-BRACING ^(5 Z#) SEAT FRAME LUMBER 50*+ 200# U ROWS PAGE SHEET 3 AXIAL LOAC Due TO SWAY FORCE PAXIAL FA MMAX _3.728 PSI 15' x 576 1536 LBS / 6' 400# + 360C# + I536# 5536 LBS 5536# / ! 485 IN* 3728 PSI. 576* x. 12" (MAX. EXTENSION) 6912 IN-LBS. 69;2 IN-LBS / 0.2552 IN3 27,084.6 PSI +• 27.084 6 PSI 36,000 PS!36000 PSt 0 86 < 10 2 ) BASE PLATE (STEEL A-56) CK 086 -1 O T T /3 X 5 536 K / (36 0 32 IN 5536* / 36 )N2 I53 8 PSI 22,144 PSF X (2 i875")2 / Z\ 6 K TBASEPLATE 0 3125 IN 0 52 IN w* jo out/.PAGE es/e? Sl-EET B ) BLEACHER SUPPORT FRAME I ) LONGITUDINAL DIRECTION FY (STEEL) = 50,000 PS ) VERTICALS (I 5/8" x 0 09" WALL) A = 0 434 IN2 ! = 0:28 IN- S = 0 !58 IN5 R = 0 543 IN AXIAL LEG LOAD 5556* 5536* / 0 434 IN? (2,755 PSI 48"/0.543" ' 88 4 B ) DIAGONAL (I 1/4" x 0 075" WALL) A = 0 270 IN? I = 0 047 IN*- S = 0,075 IN3 R = 0 4^6 IN P/A PAGE 06/87 SHEET 5 PANEL SHEAR = 1152 LBS (CONSERVATIVE) FA = II52# X 76772" (I DiAG ) = 1316 ies FA = I2I6#/0 27 IN2 4503 7 PSI Ft * n2 x 30,000,000 / (76" / 0 416")* = 8871 2 > ^503 7 OK 2 ) LATERALL A ) VERTICALS (1 A ! = S s R = PAXIAL = M = FA = Y LOADED 5/8" x 0.09" 0 434 IN* 0 128 IN- 0 158 IN3 0,543 IN 400# ''D L 4227 LBS 563 IN-LBS 4227* / 0 9740 PSI WALL) ) t 3779* ,34 ,* «s = 563 IN-LBS / 0 158 IN3 = 3563 PSI. FA = 17,282 PSI FB = [ 2/3 - 50 (48" / 0 5<.3"_}2 ] X 50,000 PSI 1530 X 1000 20,555 PS: ?740 + 5363 = 0 824 < | 0 0;< 17,262 20,565 "~ ttm 04. DO BtKtC'ryBJlb PAGE 87/6'; SHEET 5 B.) DIAGONAL (1 \/C x 0.075" WALL) PAXIAL = 1078 LBS FA = 1078 IBS / 0 11 1N2 399 3 PSI FA = 8871 3 PSI > 3593 PSI OK c.) HAUNCH BRACING BETWEEN FRAMES (I \/C x 0.066" WALL) A = 0 3lu IN2 I = 0 05/a IN4 S = 0 086 INJ R = 0 412 IN FA = 350# / 0 3li IN2 1115 PSI M = 109 IN-LBS «B = 109 !N-LBS /' 0 086 IN3 = 1267 4 PS' 8 .. .. BLEACHER SEAT BOARDS AND FOOT BOARDS MATERIAL. 2x10 NOMINAL - NO 1 SOUTHERN YELLOW PINE Fh= 1850 PSI E= 1700000 PSI LOADING REQUIREMENTS Sx = 3 469 = 2 602 DL = LL="120 PLF "PLF CD = 1 25 SEVEN DAY TEMPORARY LOADING SPAN L =FT MAX WITH 3 SPAN CONDITION TYP SUPPORTS SUPPORTED EVERY 6 FT AND CLAMPED AT EVERY 18 FT Fb' = Fb*CD= 23125 PSI M = 1/10 (DL+LL) L2 = 442 8 LBS-FT REQD Fb = M/SX = 1531 74 PSI REQD Fb < Fb' OK DEFLECTION MAX LL DEFLECTION = U200 = 036 IN LL DEFL = [(LL) * L4] / [386 * E * I] = 0157 IN LLDEFL < MAX LL DEFL OK USE 2x10 NOMINAL SEAT/FOOT BOARDS TYP JOB DATE O5O\4 I-21-O5 BY CHD K&C JPH *&* JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 9 ^6 SEISMIC DESIGN - BLEACHER FRAMES CA BLDG CODE 1630 2 DESIGN BASE SHEAR - STATIC FORCE LOCATION CARLSBAD. CALIFORNIA SEISMIC ZONE 4 Max Bleacher Height = 11 58 FT SEISMIC ZONE FACTOR Z 040 SOIL PROFILE TYPE SD SEISMIC TYPE SOURCE Na= 12 A (Approx 6 km to nearest fault) 1 6Nv = SEISMIC COEFFICIENTS Ca = 0 44 * Na = 0528 C, = 0020 Cv = 0 64 * Nv = T = C, (hn)3/4 = 013 1 024 R = I = ' 5 6 Ordinary Steel Braced Frame 1 0 Standard Occupancy Structures SEISMIC BASE SHEAR (EQ'NS 3(M, 30-5, 30-6 AND 30-7) V v = MAX w (RT) 2 5 Ca I W R V = 1 46 W VMAX= 024 W <« VMlN= 011Ca I W VMIN= 006 W In Seismic Zone 4 _ 08ZNJW VMIN= 009 W *SEE CHART FOR ALL BLEACHER TYPES ON NEXT PAGE** JOB O5OI4 BY KRC DATE 1-21-05 CHD JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET OF Q X1- ^ LU O £ LL.o ^™ to 0 (^o 12 Oto LU Q O ^U) LU V) ^ Ko 0. I— CQ h- 5 CO COo 0. 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O 0 in LUO h-o ce CL CO BLEACHEROor < 0 r~- o oCD CO O 0 <D O O CD 0O 0) 0O in LUO 1cr CL a:DA PLATFOm < CDinin o ooin00 o^ 0 0o in o 0 in CN oo 000 LULUf- O TIP STAND§OH 0) S! ^^~ 0 0oinin 0 o oo in CD oo o 0 inCD UJLU 0 TIP STANDOa: < oCD O O CD O> 00 00 CD OO CD 0 O O) O O CD CD LU LU O ct DA PLATFOenX CD CD CO O CD 0 O § 00 0o CD O O CD 0O CN O 0 •sr CN LULUa:O a> > I BACKWALK'CM TJ- CN OO OCN O O CNin CM 00 oo o0 CD 0o CD 0o o CO 2 LU LU Of.(D CD Q3 en CL5 a: Q o CO CO 00a>CO 0 inCO CO 0o co oin en oo CD 0o o LU LU1- o LU O Q LAYERS BRCL a> T— CO • N LL • — UJUJIen O a: LULUzu . LUU °-< JD Xc3 O-'LTUjh- O^ ""fj 1- DCO Zoo 0 T ^ %UJ CN ^ H 1 Q< — I 0 O ,-,- O a/IK so >v y MUD SILL REQUIREMENTS BASED ON LOADING TYP MUD SILL UNO MAX SQUARE MUD SILL REQD = 2508 OPTION 1 OPTION 2. USE USE 1 50 FT 1 67 (Area= 2505 SQ FT) 1 58 FT x 1 58 (Area= 2506 SQ FT) JOB _O5OI4 BY KRC DATE 1-21-05 CHD JFW JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET OF BASE PLATE TO MUD SILL CONNECTION MAX VSEISMIC = 75 LBS (FROM SEISMIC DESIGN LOADS) USING 6d BOX NAILS (SINGLE SHEAR) VAL 31 LBS USE 3 NAILS => VALLOW= 93 LBS VHORIZONTAL USING 16d BOX NAILS (SINGLE SHEAR) OK VAL 58 LBS USE 2 NAILS => VALLOW= 116 LBS ^/HORIZONTAL < CALLOW OK CONCLUSION ATTACHMENT OF BASE PLATE TO MUD SILL USING EITHER 3 - 6d BOX NAILS OR 2 -16d BOX NAILS JOB Q5O14 BY KRC DATE I-21-O5 CHD JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET _ OF MUD SILL TO HARD GROUND CONNECTION STEEL ANCHORS BETTER THAN GROUND SOIL APPROX COMPRESSIVE STRENGTH = 500 0 PSF MAX V POST 75 0 LBS "SMALL VALUE* AREA REQD = V / 500 *144 = 21 60 IN2 IF (4) ANCHORS ARE USED, ANCHOR = AREA REQD/4 = 5 40 IN2 1/4" DIA ANCHORS, L EMBED = AANCHOR/0 25= 21 60 IN 3/8" DIA ANCHORS, L EMBED = AANCHOR/0 375= 1440 IN 1/2" DIA ANCHORS, L EMBED = AANCHOR/O 5= 1080 IN 3/4" DIA ANCHORS, L EMBED = AANCHOR/0 75= 7 20 IN IF (2) ANCHORS ARE USED, ^ANCHOR = AREA REQD/2 = 10 80 IN' 1/4" DIA ANCHORS, L EMBED = AANCHoR/0 25= 43 20 IN 3/8" DIA ANCHORS, L EMBED = AANCHOR/0 375= 28 80 IN 1/2" DIA ANCHORS, L EMBED = AANCHOR/0 5= 21 60 IN 3/4" DIA ANCHORS, L EMBED = AANCHOR/0 75= 14 40 IN TTP SUPPORT POST TTP. MUD SILL TTP BASE PLATE LONG DIRECTION OF BLEACHERS MINI. (2) \6d NAILS MIN. (2) STAKES PER BASE. MUD SILL ENGINEERING JUDGEMENT: DUE TO THE TEMPORARY NATURE OF THE BLEACHERS AND THE SMALL SEISMIC FORCES AT EACH SUPPORT BASE, ANCHORS TO THE GROUND COULD BE ELIMINATED. THE FRICTIONAL FORCES OF THE MUD SILL TO THE GROUND IS GREAT ENOUGH TO HANDLE THE LATERAL FORCE AT THE BASE. THIS MUST BE APPROVED BY THE BUILDING OFFICIAL. JOB05014 DATE1-21-05 1 BY, CHD^ KRC JPHXt_____ JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING OUCCT '8 np J to _l UJ Q O CO Zg UJa: Q i- o UJX Q. UJQ X t—Q §SHORTOZo p — ' p t- ^LL g o0 IPTION0COUJ Q & UJXCO Q.l_ 1 OH en 2: CO Q. H 1o:en SE CO 00m ^~ COCO 00 oomCN LU LU TIP STANDOOH 00 T:*"** • • oo ^- 0o ^ oo ^-in LUO O<^OH0. CO BLEACHEROOH Is— T:"^ i i oo CM Ooen oo^>m LUO O«^ Q. ^OH DA PLATFOen_x in p**- Q_iOHen Q. 1- OOH en 00in T™ 0omCM 0o oro LULU1- o "TIP STAND0OHen CM**" Q. l^ 1OH cn 2 CO Q. H- OOH en 2 CO in r~~ CD 00 0o in (O LULU 0 "TIP STANDOOH•G CM *^* ^Q^PLATFO^CO ^o:PLATFC2 co r-. en ooen oo CDCD LU HI 0 "*" ^OH ,DA PLATFOcnX CDCD CO *^- •^LATFORfQ. ^LATFORQ. m en oo CM O O •«*•CM LU LU OH CDcn <£BACKWALK'CM TtCN ro **• • t oo CM 0O CD O O OCO LULUOH CD co 08en 0. OH Q oro CO ^-BRIDGEBRIDGEoo in 0o CD ooen LU LU o ' LU CDQ LAYERS BRQ. Cn ro **- IUsCO C5Z DC LULU Z CD Z . LU 111•:«! => COzoO 0 CM Q_ QIO RISA MODEL OF 9 ROW TIP STAND BLEACHER FRAMES DL=10PSF LL=100PSF BAY WIDTH 50 FT BAY LENGTH 100 FT SHORT DIRECTION. PDL+LL = 5500 0 LBS (INTERIOR COL) PDL+LL = 2750 0 LBS (EDGE COL) USE MAX SEISMIC LOADING = 75 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0 7 53 LBS PER POST LONG DIRECTION PDL+LL = 5500 0 LBS (INTERIOR COL) PDL+LL = 2750 0 LBS (EDGE COL) USE MAX SEISMIC LOADING = 75 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0 7 = 53 LBS PER POST MEMBER PROPERTIES COLUMNS => 1 875" OD x 10 GA WALL ROUND TUBE HORIZONTALS => 1 875" OD x 10 GA WALL ROUND TUBE DIAGONALS => 1 875" OD x 10 GA WALL ROUND TUBE Fy = 50 KSI STEEL JOB DATE P5014 1-21-05 i JOE P. HILL, P.E. g 20 BY CHD i CONSULTING STRUCTURAL ENGINEERING 1 SHEET OF JP(-( CM C1AI L.O 1^ <~NJ 2IAI O 1 >• I N <-\J uoO 21 O CD O _J j CN I ro- o:i co i i-i m i Ko i oi o I ^ CN W c|§^jg; (f) Q. h- o O S Oz Q2! CO !o: iLLJ CD CO111 Q O LU z>%*\ ° Company Joe P Hill, P E. Designer KRC Job Number 05014 9 ROW TIP STAND Jan 26, 2005 501 PM Checked By _ Global 'Display Sections for Member Calcs [Max Internal Sections for Member Calcs Include Shear Deformation (Include Warping iArea Load Mesh (mA2) [Merge Tolerance (in) iP-Delta Analysis Tolerance (Vertical Axis I Hot Rolled Steel Code [Cold Formed Steel Code iNDS Wood Code [NDS Temperature iConcrete Code ^Number of Shear Regions [Region Spacing Increment (in) jBiaxial Column Method [Parme Beta Factor (PCA) 'Concrete Stress Block [Use Cracked Sections iBad Framing Warnings [Unused Force Warnings 5 97 Yes Yes 144 12 0 50% Y AISC ASD9th AISI 99 ASD NDS 91 ASD < 100F ACI 1999 4 4 PCA Load Contour 65 Rectangular Yes No Yes Hot Rolled Steel Properties A 1 2 3 4 5 Label A36 A572Grade50 A992 A500 42 A500 46 E [ksi] 29000 29000 29000 29000 29000 G [ksi] Nu 11154 ! 3 11154 i 3 11154 ! 3 11154 ! 3 11154 i 3 Therm (\1 E5 F) 65 65 65 65 65 Density[k/ftA3] Yieldfksi] 49 ! 36 49 | 50 49 i 50 49 I 42 49 ! 46 Hot Rolled Steel Section Sets Label Shape Design L 1 2 COLS DIAGS 3 iHORiZONAL 1 875" X 1 875" X 1 875" X 10 GA 10 GA Pipe 1 Colum Pipe 10GA| Pipe VBract Beam Material Design Rules "k572Grade50J' Typical -A [in?L 687 687 y [in4] Izz [in4] J | 264 264 T 529 264" ! 529 Joint Coordinates and Temperatures Label 1 I N1 2 | N2 3 | N3 4 ! N4 5 I N5 6 | N6 7 N7 8 N8 9 N9 X[ft] 25 0 0 5 5 15 15 25 25 Y[ftl 5 0 45 0 45 0 775 0 11 583 Z[ft] 0 0 0 0 0 0 0 o 0 TempJF] o 0 0o o 0 0o 0 Detach From Diap __ ._ ..__ RISA-3D Version 5 Od [D\ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-SHORT R3D] Page 22 Company Joe P Hill, P E Designer KRC Job Number 05014 9 ROW TIP STAND Jan 26, 2005 501 PM Checked By _ Joint Coordinates and Temperatures (Continued) 1011 12 13 14 15 16 17 Label N10 N11 N12 N13 N14 N15 N16 N17 Xlftl 0 0 15 25 15 5 15 5 Y[ft] 4 5 725 725 5 A 4 5 Z[ftl 0 0 0 0 0 o 0 0 Temp [F] 0 0 0 0 0 0 0 0 Detach From Diap ii | I II Ji Member Primary Data 1 2 3 4 5 6 7 8 9 10 11 12 Label M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 I Joint N11 N2 N4 N6 N8 N10 N15 N12 N15 N17 N14 N14 J Joint N17 N3 N5 N7 N9 N15 N11 N13 N16 N14 N1 N13 K Joint Rotate(deg)Section/Shape HORIZONAL L COLS COLS COLS COLS HORIZONAL DIAGS HORIZONAL HORIZONAL HORIZONAL HORIZONAL DIAGS Design List Type Material Pipe I Beam A572Grad Pipe IColumn'A572Grad Pipe | Column ]A572Grad Pipe i Column !A572Grad Pipe iColumn;A572Grad Pipe i Beam 'A572Grad Pipe iVBrace;A572Grad Pipe i Beam ;A572Grad Pipe i Beam A572Grad Pipe i Beam 'A572Grad Pipe : Beam !A572Grad Pipe iVBrace|A572Grad Design Rules Typical I Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical i Typical Member Advanced Data 1 2 3 4 5 p 7 8 9 10 11 12 Label M1 ^ M2 M3 M4 M5 M6 M7 M8 M9 _j M10 M11 M12 I Release BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN J Release BenPIN BenPIN BenPIN L BenPIN BenPIN BenPIN BenPIN BenPIN I Offset[in]J Offset[m]T/C Only Physical TOM Yes i Yes ! Yes I Yes i Yes i Yes i Yes ! Yes j Yes i Yes I Yes i Yes j Inactive Hot Rolled Steel Design Parameters 1 2 3 4 O 6 7 Label M1 M2 L M3 M4 M5 M6 M7 Shape HORIZON COLS COLS COLS COLS HORIZON DIAGS Lengthf 5 45 45 775 11 583 5 ^103 LbyyJIL 6 5 65 65 65 Lbzzfft] 65 65 65 65 Lcomp top Lcomp bot KYY Kzz Cm-yy Cm-zz I I I i I I ! Cb y sway z sway RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-SHORT R3D] Page 23 Company Designer Job Number JoeP KRC 05014 Hill, P E 9 ROW TIP STAND Jan 26, 2005 501 PM Checked By _ Hot Rolled Steel Design Parameters (Continued) Label Lengthf -byy[ft] Lbzz[ft] Lcomp top Lcomp bot Kyy Kzz Cm-yy Cm-zz Cb y sway z sway 8 9 10 11 12 M8 M9 M10 M11 M12 HORIZON ! 10 HORIZON ! 10 HORIZON | 10 HORIZON ! 10 DIAGS 112065 i j I I I Joint Boundary Conditions Joint Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] Y Rot [k-ft/rad] 1 I N2 2 I N4 3 ! N6 4 i N8 Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction | i I ! Joint Loads and Enforced Displacements (BLC 1: DL+LL) Joint Label L.D.M 1 N3 2 N5 3 N7 4 N9 L L L L Direction I Y I Y i Y ! Y Maqnitude[k,k-ft m.rad k*sA2/ft] -275 -55 -55 -275 Joint Loads and Enforced Displacements (BLC 2 : LATERAL) Joint Label L.D.M Direction Magnrtude[k,k-ft in.rad k'sA2/ft] 1 N3 2 N5 3 N7 4 N9 L X I 075 I L X 075 i L X ! 075 L i X i 075 i I Basic 1 i 2 I Load Cases BLC Description DL+LL I LATERAL I Category X Gravity Y Gravity Z Gravity Joint Point Distributed None None -1 i 4 I 4 ! Area (Me Surface ( ! I !i i ; I Load Combinations Description Solve PD TL BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor" 21 TT i " i r Tnr r Joint Reactions (By Combination) 1 2 3 4 b 6 / LC 1 1 1 4 1 1 1 Joint Label N2 N4 N6 N8 N17 N1 Totals Xfk] -019 -016 023 -197 NC NC -21 Y[k] 2706 5626 5467 2927 NC NC 16726 Z[k] 0 0 0 0 NC NC 0 MX [k-ft] MY [k-ft] 0 | 0 0 ! 0 0 I 0 0 ! 0 NC ! LOCKED LOCKED i LOCKED | MZJk-ft] 0 ! 0 0 ! 0 j NC '• NC | ! RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CAV9ROW TIP-SHORT R3D] Page 24 Company Joe P Hill, P E. Designer KRC Job Number 05014 9 ROW TIP STAND Jan 26, 2005 501 PM Checked By Joint Reactions (By Combination) (Continued) LC Joint Label X fkl 8 i 1 I COG (ft) I X 1087 Y[kl Y 6718 Z [kl MX tk-ftl MY fk-ft] Z 0 MZ [k-ft] Joint Deflections (By Combination) LC 1 1 2 1 3 I 1 4 ! 1 5 ! 1 6 1 7 i 1 8 I 1 9 i 1 10 I 1 11 1 12 1 13 i 1 14 I 1 15 I 1 16 1 17 I 1 Joint Label N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 Xf.nl 0 0 016 0 015 0 013 0 73 011 001 01 01 0 011 01 0 Yfin] 0 0 -007 0 -015 0 -026 0 -02 -007 0 -024 -013 -002 -014 -013 -002 Z[m] 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 Q 0 X Rotation o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y Rotation [rad] Z Rotation 0 |4981e-4 0 | -2 022e-4 0 !-8 244e-4 0 -1 628e-4 0 !-8418e-4 0 j-9 237e-5 0 I -5 026e-4 0 ' 3 546e-5 0 -1 693e-2 0 !-7012e-4 0 !-1 567e-4 0 -3 793e-4 0 '-7 673e-3 0 1-1 459e-4 0 l-7 185e-4 0 i-3 203e-5 0 ;-1 244e-4i Member Section Forces LC Member Label Sec Axial[k] y Shearfkl 1 2 1 I M1 ' 3 I 4 I 5 i 6 1 7 8 9 10 11 12 13 14 15 16 17 -T1 1 075 i 2 006 075 | 003 ! 3 : 075 ! 0 4 075 5 075 M2 I 1 M31 2706 2 I 2 764 3 4 2761 2758 5 ! 275 1 5626 2 5606 3 I 4 1 ! M4 18 19 20 21 1 i M5 22 23 i 24 _ . ! 25 T l_2_6_l._M6 5603 -003 -006 019 -01 -01 -01 053 016 -01 -01 5601 | -01 5 55 ! 053 1 I 5 467 2 3 4 5537 5532 5516 5 55 1 2927 2 2908 3 4 5 2901 2757 -023 008 008 -013 053 197 -048 -048 052 2 75 052 1 063 006 z Shear[k]_ Torque[k-ft] 0 i 0 0 | 0 0 0 0 y-y Moment[k- z-z Momentfk- 0 0 0 -005 0 -007 0 I 0 ! -005 0 i 0 0 I 0 0 i 0 0 ! 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 ~ 0 0o 0 0 -003 008 02 0 0 -002 009 02 0 • 0 0 -014 008 0 ;o I o ! 0 0 017 157 0 152 ; 0 0 0 0 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-SHORT R3D] Page 25 Company Joe P Hill, P.E. Designer KRC Job Number 05014 Jan 26, : 501 PM 9 ROW TIP STAND Checked 2005 Bv Member Section Forces (Continued) LC Member Label Sec 27 | 28 ! 2 3 29 ' 4 30 5 31 I 1 M7 I 1 32 2 33 3 34 4 35 5 36 1 M8 1 37 > 2 38 I 39 I 40 : 41 1 M9 42 | 43 | 44 45 I 3 4 5 1 2 3 4 c 46 | 1 M10 1 47 i 2 48 ! 49 I ! 50 ; ! 51 i 1 M11 52 i 53 i Axialfk] 063 063 063 063 -132 -13 -128 -126 -124 065 065 065 065 065 02 02 02 02 02 049 049 3 ! 049 4 5 1 2 3 [ 54 4 55 i ! 5 [ 56 ! 1 M12 1 57 ! 2 58 3 59 4 60 i! 5 049 049 245 245 245 245 245 -192 -196 _j ** -204 -208 y Shear[k] 003 0 -003 -006 006 003 0 -003 -006 012 006 0 -006 -012 012 006 0 -006 -012 012 006 0 -006 -012 012 006 0 -006 -012 012 006 0 -006 -012 z Shearfk] Torque[k-ft] y-y Momentfk- 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0o 0 0 0 0 0 0 0 o 0 0 0 0 0 ! 0 0 000 0 0 0 0 0 i 0 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 i 0 0 0o o 0 0 0 i 0 0 0 o o ! o 0 0 0 0 0 0 0 0 0 0 0 ! 0 0 ! 0 0 0 0 0 I 0 0 | 0 0 0 0 z-z Moment[k- -005 -007 -005 0 0 -007 -009 -007 0 o i -022 -029 -022 0 0 -022 -029 -022 o 0 -022 -029 -022 0 0 -022 -029 -022 0 0 -026 -035 -026 0 Member ASD Steel Code Checks (By Combination) 2 LC Member Shape DC Max Locfft] Shear 1 1 3 11 4 ll 5 1 6 :1 7 8 1 1 9 1 10 M 11 12 1 1 M1 I 1 875"X10GA M2 | 1 875"X10GA M3 M4 M5 M6 M7 M8 M9 M10 1 875"X10GAJ 1 875"X10GA 1 875"X10GA 1 875"X10GA 1 875"X10GA 1 875"X10GA 1 875"X10GA 1 875"X10GA M11 1875"X10GA 012 341 25 3984 690 3 984 678 K185 533 |7 239 012 25 001 006 006 006 022 001 013 |3052| 001 046 5 i 001 034 042 095 5 I 001 5 5 001 001 Locfftl Fa[ksi] 0 [20 601 4031 4031 7266 0 0 6103 0 0 u_0.._ 0 12589 12589 12589 12589 Ftfksi] 3999 3999 3999 3999 3999 20601 1 39 99 14279(39 99 531913999 15 319 15319 5319 M12 i 1875"X10GA I 041 |6032i 001 11206^ Fby[ksi] Fbzfksi] 43 989 43 989 43989 43989 43989 43989 Cb Cmy Cmz 1 1 43 989 1 1 43989 1 43989 1 43 989 1 1 43989 ! 43 989 1 1 43989 43989 43 989 ' 43 989 1 6 6 6 JB. 6 6 6 1 6 Eqn Im-sl H1-1 6 IH1-1~6 6 1 1 1 i 6 I 1 3999 43989 |43989| 1 | 6 39 99 1 43 989 |43989| 1 3999 3654|3999 43989 j 43 989 1 6 H1-1 H1-1 H1-3 H2-1 H1-3 1 IH1-3 1 IH1-3 6 1 H1-3 43989 43 989 i 1 i 6 | 1 JH2-1 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-SHORT R3D] Page 26 I I ! I oovn CM 75inoo toCM cCT3 ! L Qtoa: a.i- Oa:en O O Ia. t- Ia:en O = I•o i x;27 ro ' 'o Q. O o Q O ^LLICD I LUJ co ! LU Q O Company Joe P Hill, P E. Designer KRC Job Number 05014 9 ROW TIP - LONG Jan 26, 2005 503PM Checked By _ Global Display Sections for Member Calcs i. 5 Max Internal Sections for Member Calcs L97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (mA2) ! 144 Merge Tolerance (in) 12 P-Delta Analysis Tolerance 0 50% Vertical Axis i Y Hot Rolled Steel Code AISC ASD 9th Cold Formed Steel Code : AISI 99 ASD NDS Wood Code NDS 91 ASD NDS Temperature I < 100F Concrete Code ACI 1999 ; N umber of Shear Reg ions [Region Spacing Increment (in) i Biaxial Column Method fParme Beta Factor (PCA) [Concrete Stress Block Use Cracked Sections ;Bad Framing Warnings jUnused Force Warnings 14 I PCA Load Contour 65 | Rectangular jYes jNo jYes Hot Rolled Steel Properties Label 1 i 2 i 3 I 4 i 5 i A36 A572Grade50 A992 A500 42 A500 46 E [ksi] 29000 29000 29000 29000 29000 G [ksi] 11154 i 11154 i 11154 ( 11154 ! 11154 j Nu Therm (\1 E5 F) 3 3 3 65 i 65 ! 65 i 3 i 65 ! 3 ! 65 i Density[k/ftA3] 49 49 49 49 49 Yield[ksi] 36 50 50 42 46 Hot Rolled Steel Section Sets 1 1 I 2 Label I COL i HORIZ I DIAGONAL Shape |1 875" X 10 11 875" X 10 |1 875" X 10 Design L GA! Pipe j GAi Pipe ! GAi Pipe I Type Column Column Column Material K572Grade50 A572Grade50 A572Grade50 Design Rules A |m2] Typical Typical 687 687 ._ iy.yjjn.4L 264 264 Typical 687 I 264 T I i Izz [m4] J [m4] 264 I 529 i 264 264 529 ! 529 | Joint Coordinates and Temperatures Label YJOL Zlftl1 2 3 4 5 .6 7 8 9 N1 i 0 N2 ! 0 N3 ! 5 N4 I 5 N5 j 10 N6 ! 10 N7 | 15 N8 | 15 L N9 | 20 0 14 0 14 0 14 0 14 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 28 Company Joe P Hill, P.E Designer KRC Job Number 05014 9 ROW TIP -LONG Jan 2 503F Ched 3, 2C3M cedE JOS 3v Joint Coordinates and Temperatures (Continued) Label 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 N10 N11 X fftl Y [ft] 20 14 25 N12 N13 L__ N14 N15 25 0 14 30 0 30 14 0 N16 N17 N18 N19 N20 N21 N22 N23 5 10 15 20 25 0 5 10 N24 N25 N26 N27 j N28 N29 N30 N31 N32 N40 N42 N44 15 20 5 5 ' 5 5 5 5 7 7 7 7 7 25 7 0 13 5 10 15 20 13 13 13 13 25 13 30 5 30 7 30 13 5 5 5 5 5 c 5 J Z[ft] 0 o i 0 0 0 j 0 i 0 i 0 ! 0 o i 0 i 0 o 0 ! 0 ! 0 0 0 i 0 0 0 ' 0 i 0 ! 0 0 0 Temp [F] 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Detach From Diap . . i I Member Primary Data 1 2 3 4 Label M1 M2 M3 M4 5 |_ M5 6 7 8 g 10 11 12 13 14 15 16 17 18 19 20 21 22 M6 M7 M8 M9 M10 M11 M12 M13 M14 I Joint N1 N3 N5 N7 N9 N11 N13 N15 N21 N27 N23 N30 I N17 N24 M15 ! N32 M16 , M17 M18 M19 M20 M21 P M22 J Joint N2 N4 N6 N8 N10 K Joint fRotate(deq)Section/Shape COL COL COL N12 N14 N16 N16 N22 I COL i COL COL COL HORIZ DIAGONAL DIAGONAL N30 N25 N24 N19 N42 ^ N26 I N40 N16 T N17 N18 N19 N20 I N40 N17 N19 ' N21 i LPJAGONAL DIAGONAL DIAGONAL DIAGONAL DIAGONAL DIAGONALr~ HORIZ HORIZ HORIZ N18 i N20 N22 j HORIZ Desiqn List Pipe Pipe Pipe Pipe Pipe Pipe Pirje Pipe Pipe [ Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe Type Material Column |A572Grad Column |A572Grad Column |A572Grad Column |A572Grad Column |A572Grad Column |A572Grad Column iA572Grad Column !A572Grad Column |A572Grad Column !A572Grad Column iA572Grad Column |A572Grad Column lA572Grad Column iA572Grad Column |A572Grad Column |A572Grad Column |A572Grad Pipe !ColumnlA572Grad Pipe Column |A572Grad Pipe HORIZ I Pipe HORIZ Pipe Column :A572Grad Column |A572Grad Column IA572Grad Design Rules Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical | Typical i Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical I Typical ! RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 29 Company Joe P Hill, P E. Designer KRC Job Number 05014 9 ROW TIP - LONG Jan 26, 2005 503PM Checked By _ Member Primary Data (Continued) 23 24 25 26 27 28 29 30 31 32 33 Label M23 M24 M25 M26 M27 M28 M29 M30 M31 M32 M33 I Joint N22 N23 N24 N25 N26 N27 N28 N29 N30 N31 N32 J Joint N23 N24 N25 N26 N42 N28 N29 N30 N31 N32 N44 K Joint Rotate(deg)Section/Shape HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ Design List Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe Type Material Column jA572Grad Column JA572Grad Column jA572Grad Column |A572Grad Column :A572Grad Column |A572Grad Column 'A572Grad Column |A572Grad Column |A572Grad Column jA572Grad Column jA572Grad Design Rules Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Member Advanced Data 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Label M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 M19 M20 M21 M22 M23 M24 M25 M26 M27 M28 M29 M30 M31 M32 M33 J I Release BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN J Release BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN I Offset[in] J Offset[in] T/C Onlyit i I i ! j I i i t i • ! I I I i i Physical TOM Inactive Yes ! Yes I Yes Yes Yes Yes Yes Yes I Yes ! Yes i Yes I ! Yes j Yes Yes Yes Yes | Yes Yes Yes i Yes I Yes ! Yes i Yes I Yes | i Yes ! Yes Yes i Yes I Yes Yes Yes j i Yes i | Yes RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 30 Company Designer Job Number JoeP Hill, PE KRC 05014 9 ROW TIP-LONG Jan 26, 2005 503PM Checked By _ Hot Rolled Steel Design Parameters 1 2 3 4 5 6 •7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Label M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 Shape Length[ COL 14 COL 14 COL 14 COL COL COL COL HORIZ DIAGONAL DIAGONAL 14 14 Lbyyfft] 66 Lbzz[ft] 66 66 66 66 66 66 14 I 66 14 5 8201 8201 DIAGONAL 8 201 DIAGONAL 8 201 66 Lcomp top Lcomp bot Kyy ^66 ! | 66 ! i 66 66 66 Kzz Cm-yy Cm-zz Cb y sway z sway! I i! I I I I I I DIAGONAL 8 201 j j DIAGONAL! 8 201 M15 DIAGONAL 8201 i M16 M17 M18 M19 M20 M21 M22 M23 M24 M25 M26 M27 M28 M29 M30 M31 M32 M33 DIAGONAL] 8201J HORIZ 5 HORIZ HORIZ HORIZ HORIZ HORIZ HORIZ 5 i 5 I 5 5 i j i ! ! i i ! i ! | j I i I I i i i l ^5 i 5 ! HORIZ 5 I HORIZ j 5 I i i ! i i I HORIZ 5 HORIZ HORIZ 5 Ij 5 I HORIZ 5 HORIZ ! 5 J HORIZ HORIZ HORIZ ! Il ii 5 5 i 5 ! | ! . I i i i i I i ! i i i i IjI i I ! I Joint Boundary Conditions 1 i 2 i 3 i 4 j 5 ! 6 i 7 i Joint Label X [k/in] N1 I Reaction N3 ! Reaction N5 N7 N9 N11 Reaction Reaction Reaction Reaction N13 j Reaction i I ii Ii I Y[k/m] Z[k/ml X Rot [k-ft/radl Y Rot [k-ft/rad] Z Rot [k-tt/radl Reaction Reaction Reaction Reaction Reaction Reaction Reaction j Reaction Reaction Reaction Reaction Reaction | ji Reaction I Reaction I I I i ! ! I I Joint Loads and Enforced Displacements (BLC 1: DL+LL) 1 i 2 ! ^3 | Joint Label L.D.M N2 N4 N6 L L L Direction Y Y Y iI I Maqnitude[k.k-ft in.rad -275 -55 -55 k*sA2/ft! ) I RlSA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 31 Company Joe P Hill, P E Designer KRC Job Number 05014 9 ROW TIP - LONG Jan 26, 2005 503PM Checked By _ Joint Loads and Enforced Displacements (BLC1: DL+LL) (Continued) Joint Label L.D.M Direction Magnitude[k k-ft in.rad k's*2/ftl 4 5 5 7 N8 L N10 I L N12 N14 L L Y I -55 Y Y Y -55 -55 -275 Joint Loads and Enforced Displacements (BLC 2: LATERAL) Joint Label L,D,M Direction Magnitudejk.k-ft in rad k's 1 i N2 L 2 I N4 L 3 N6 L 4 i N8 i L 5 ! N10 i L 6 ! N12 I L 7 \ N14 i L X X X 075 075 075 X I 075 X X 075 075 X I 075 Basic Load Cases 1 1 i I 2 ! BLC Description DL+LL j LATERAL ! Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me Surface ( None j I -1 i None I ! I 7 j I | I ! 7 I ! I i Load Combinations Description SolvePD SR TL JYesi BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC^Factor I" i ' i "| | | i _ i1 Joint Reactions (By Combination) 1 2 3 4 5 6 7 8 9 10 L_VL_ LC 1 1 1 1 J 1 1 1 1 1 1 1 Joint Label N1 N3 N5 N7 N9 N11 N13 N20 N17 Totals COG (ft) X[k] -031 -031 -022 -043 -067 -08 -094 NC NC -368 X 15 Y[kl 2499 5908 7585 2808 6387 368 4726 NC NC 33593 Y 13876 Z[k] 0 0 0 0 0 0 0 NC NC 0 Z 0 MX [k-ft] LOCKED 0 0 0 0 0 0 NC NC MY [k-ft] LOCKED 0 0 0 0 0 0 LOCKED LOCKED M2 fk-ft] 0 0 0 0 0 0 0 NC NC Joint Deflections (By Combination) LCn i i i L_2 i 1 I ! 3 ! 1 | L_4 ! 1 j _ LS. LI L_FT ! 1 i Joint Label X [ml N1 | 0 N2 I 006 N3 N4 _ N5 N6 0 005 0 004 Y[m] 0 i -022 ! o i -046 I 0 | -05 i ZJjn] X Rotation Y Rotation 0 C 0 j C 0 C 0 i C 0 G 0 C 0 0 0 0 ! o i 0 Irad] Z Rotation " i -6 32e^ 1-1 192e-3 i -6 484e-4 i-1 168e-3 i -52e-4 i-1 115e-3 RISA-3D Version 5 Od [D\ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 32 Company Joe P Hill, P E. Designer KRC Job Number 05014 9 ROW TIP - LONG Jan 26, 2005 503PM Checked By _ Joint Deflections (By Combination) (Continued) LC Joint Label X [in] Y [in] 7 1 N7 8 1 N8 9 i 1 10 N9 1 N10 11 1 N11 12 13 14 15 16 17 18 19 A 1 1 1 1 1 1 1 20 1 21 1 22 23 24 25 1 N12 0 0 004 0 002 0 0 -032 0 -048 0 -035 N13 i 0 ! 0 N14 N15 0 -028 004 i 0 N16 004 N17 I 003 N18 006 N19 008 -002 -002 0 -002 N20 I 01 -001 N21 - 003 N22 ! - 002 -01 -023 1 j N23 -001 i -026 1 N24 i 001 -012 1 N25 I 002 -025 26 1 27 28 N26 002 -015 1 N27 -001 j -022 1 N28 - 002 29 ; 1 30 1 31 ' 1 32 1 33 34 1 N29 I - 002 -045 -048 N30 j -003 ! -03 N31 -005 i -046 N32 -007 ! -033 N40 1 I N42 35 1 011 I -001 005 -016 N44 - 007 -027 Z [in] X Rotation 0 0 0 0 0 0 0 ^ 0 0 0 0 0 0o 0 0 0 | 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o0 0 0 0 0 0 0 o i o 0 0 0 0 0 0 0 0 0 0 Y Rotation [rad] Z Rotation 0 0 0o 0 0 0 -9 482e-4 -1 113e-3 -1 401 e-3 -1 137e-3 -1 66e-3 -1 138e-3 -1 963e-3i 0 -1 137e-3 0 -5 6e-4 0 -5 766e-4 0 j-4 673e-4 0 :-8471e-4 0 -1 245e-3 0 -1 472e-3 0 4 542e-4 ! 0 4 569e-4 0 4 142e-4 0 5 394e-4 0 i 6 874e-4 0 0 0 0 7781e-4 -1 069e-3i -1 045e^3~l -9915e-4 0 -99e-4 | 0 -1 013e-3' 0 j-1 015e-3 0 -1 742e-3! 0 8 605e-4 I 0 j-1 014e-3i Member Section Forces 2 LC Member Label Sec 1 i M1 1 3 4 5 6 7 2 ! 3 I 4 1 5 M2 I 1 I 2 8 I I I 3 y 10 I L±L_ 4 ! 5 1 i M3 | 1 12 I 13 14 ! 15 I~i6~ 17 18 _19 1 I 2 I 3 4 ! 5 M4 1 i i 2 1 3 i 4 Axial[k] y Shearfk] z Shear[kl Torquefk-ftl 2499 2485 2867 2859 275 5908 5472 5528 031 -002 -004 -004 052 031 -002 -004 0 0o 0 0 0 0 0o 0 0 0 552 | -004 i 0 55 052 7585 6 185 022 -001 6176 _j_ -005 552 55 0 0 0 0 0 0 0 0 0 0 0 0 0 - 005 0 0 052 0 0 2 808 043 0 2 789 - 003 0 4 703 ( - 004 4 695 I - 004 0 0 0 0 y-y Moment[k- z-z Momentfk- 0 o 0 -009 0 i - 001 0 014 0 I 0 o ! o 0 I - 009 0 0 0 -002 013 0 0 I 0 0 i - 008 0 I - 003 0 013 0 ! o 0 0 0 -012 0 i 0 i -001 0 0 I 014 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 33 Company Joe P Hill, P E Designer KRC Job Number 05014 9 ROW TIP-LONG Jan 26, 2005 503PM Checked By _ LC Member Label Sec 20 21 1 22 23 ,l 24 25 26 1 27 28 29 | 30 31 1 32 33 34 35 ; 36 1 37 38 39 40 41 1 i 42 I ' ' 43 i 44 ! 45 46 1 47 | i 48 49 50 | 51 1 52 53 54 55 56 1 57 n ' 58 59 60 61 1 62 63 64 65 j 66 1 67 68 69 70 [~71 1 l_72 5 M5 1 2 3 4 5 M6 1 i 2 4 5 M7 1 2 3 4 5 M8 1 : 2 3 4 5 M9 1 2 3 4 5 M10 1 2 3 _L 4 _, i 5 M11 1 2 3 4 5 M12 1 I 2 3 4 _, 5 M13 ! 1 2 3 4 5 M14 1 2 3 4 5 M15 1 2 Axialtk] yShearfkl z Shear[k] Torque[k-ft] 55 6387 052 067 5 775 - 005 5767 552 55 368 366 4528 452 55 4726 3805 3797 2764 275 0 0 0 o 0 0 -005 i 0 0 -004 052 0 0 0 0 08 0 0 -007 -007 -004 0 0 0 0 0 0 052 I 0 0 094 -008 0 0 0 0 - 008 0 0 - 003 0 0 052 0 - 033 006 0 0 0 -033 i 003 0 0 -033 0 0 0 -033 -003 0 0 -033 , -006 0 0 505 006 0 0 509 I 003 0 0 513 517 0 0 I 0 -003 52 - 006 -116 -112 -108 -104 -1 799 795 791 787 784 267 27 274 278 282 1 737 1 734 1 73 1 726 1 722 _, 727 o ! o 0 0 006 0 0 003 0 o ! o 0 -003 0 -006 0 006 0 003 0 0 I 0 -003 -006 006 003 0 -003 -006 006 0 0 0 0 0 0 0 0 o ! o 0o 0 0 0 0 0 0 0 0 0 0 003 0 0 0 ! 0 0 -003 -006 0 0 0 0 006 0 0 731 003 0 0 734 0 0 738 - 003 0 0 0 742 i -006 0 I 0 1 266 | 006 0 | 0 1 27 003 0 0 V-v Moment[k- z-z Moment[k- 0 0 0 0 0 0 0 0 -017 002 | 015 j 0 0 0 0 0 0 0 0 0 0 -02 003 016 0 0 -023 004 0 i 016 0 0 0 0 0 -005 0 -007 0 -005 0 0 0 0 0 -009 0 I -012 0 i - 009 0 0 0 0 0 -009 0 -012 0 -009 0 0 0 0 0 -009 0 ^ -012 0 0 -009 o I 0 0 j 0 - 009 ! 0 -012 0 -009 0 0 0 0 0 - 009 | 0 -012 0 - 009 j 0 0 o 0 0 -009 0 -012 0 -009 0 0 0 0 0 -009 RlSA-3D Version 5 Od [D\ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 34 Company Joe P Hill, P.E Designer KRC Job Number 05014 9 ROW TIP -LONG Jan 26, 2005 503PM Checked Bv Member Section Forces (Continued) LC Member Label Sec Axialfkl 73 ! 74 75 76 1 M 77 "78 i 79 80 81 1 M 82 ! 83 84 85 I 3 1 274 4 1 277 5 1 281 16 1 1 124 2 1 128 3 1 132 4 1 136 i 5 1 14 17 1 247 2 247 3 247 4 247 5 247 86 I 1 M18 i 1 -877 87 i 88 ! i 89 90 2 -877 ! 3 ! -877 4 -877 5 -877 91 1 M19 11 -588 92 93 94 95 2 -588 3 -588 4 -588 5 ! - 588 96 1 M20 1 -831 97 i 98 ! 99 I 100 I 101 i 1 M 102 i 103 i 1041 105 106 1 M 107 108 109 110 2 -831 3 -831 ! 4 - 831 5 -831 21 1 - 501 i 2 - 501 3 -501 4 -501 i 5 - 501 22 1 -315 i 2 -315 3 -315 4 -315 5 -315 111 ! 1 M23 1 -383 112 113 114 115 I 2 - 383 ,_ 3 - 383 4 -383 5 -383 116 1 M24 | 1 -868 117 1181 119 1201 121 ! 1 M 122! 123 124! 2 -868 i 3 - 868 4 - 868 5 -868 25 1 - 263 2 -263 3 -263 4 - 263 5 -263 ..._y_Shear[k]_ 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 j 006 003 0 -003 -006 2 Shear[k]o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 oo 0 0 0 0 0 0 0 0 0 006 0 003 0 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 0 0 0 0 0 0 0o 0 0 0 0 0 0 J Torquefk-ft] o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o o 0 0 0 0 0 0 0 0o y-y Momentfk- oo 0 0 0 0 0 0 0 o 0 0 0 0 0 0 oo 0 0 0 0 0 0 0 0 0 0 0 .0 _ 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 z-z Moment[k- -012 -009 0 0 -009 -012 -009 0 0 -005 -007 i -005 0 0 -005 -007 -005 0 0 -005 ; -007 -005 0 0 -005 -007 -005 oo I -005 -007 | -005 0 0 -005 -007 -005 0 0 -005 -007 -005 , 0 0 -005 -007 i -005"o 1 0 -005 -007 j -005 0 RlSA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 35 Company Joe P Hill, P E Designer KRC Job Number 05014 9 ROW TIP - LONG Jan 26, : 503PM Checked >005 By Member Section Forces (Continued) LC Member Label Sec 126 127 128 129 130 131 132 133 1 | M26 1 I 2 3 4 I 5 1 j M27 j 1 2 3 134 i 4 135 136 137 1 5 M28 1 2 138 3 139 140 i 4 5 141 1 M29 1 142 143 144 145 146 1 147 148 149 150 151 1 2 3 4 5 M30 1 L_2 3 i 4 5 M31 1 152 2 153 154 3 4 155 J56 1 157 158 159 160 161 162 163 164 165 1 3 M32 1 2 3 4 5 M33 1 *\ 3 A 5 Axial[k] -094 -094 -094 -094 -094 -781 -781 -781 -781 -781 123 123 123 123 123 179 179 179 179 179 236 y Shearfkl 006 003 0 _J -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 L 003 0 -003 -006 006 236 003 236 ! 0 236 236 608 608 608 608 608 665 665 665 665 665 -056 -056 -056 -056 -056 -003 -006 006 003 0 -003 -006 006 003 0 -003 -006 006 003 n0 -003 -006 z Shear[k] 0 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 Torque[k-ft] y-y Moment[k- z-z Moment[k- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -005 -007 -005 0 0 -005 0 -007 0 0 - 005 000 0 0 0 0 0 - 005 0 0 - 007 0 o 0 i - 005 0 0 0 0 i 0 0 0 - 005 0 0 -007 0 0 ! -005 000 000 0 0 - 005 0 0 0 0 0 0 0 I - 007 0 -005 0 I 0 0 0 j 0 i - 005 0 -007 0 ! 0 -005 0 0 0 0 0 0 0 0 _] 0 0 0 0 0 0 _L 0 0 0 0 -005 -007 -005 0 0 -005 0 0 -007 j 0 0 0 -005 0 0 I Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] 1 2 3 4 5 6 7 8 1 I M1 I 1 875" X 10 GA 1 1 1 M2 M3 M4 1 M5 1 1i M6 M7 M8 364 1 875"X10GA ! 732 1 875"X10GA i 967 L 1 875"X10GA 13417 438 438 696 113562 1 875"X10GA I 834 1875"X10GA 696 1 875"X10GA 1 875"X10GA 438 13562 619 438 008 | 2 5 Shear L006 006 006 006 007 009 010 001 Loc[ft] Fatksil Ft[ksi] Fby[ksil 13562,' h3562 12183] 39 9 12183 13562 12183 13562 12183 12183 399 399 399 399 0 I J12183! 399 0 i 1 12 183 0 i 20 554 4389 4389 Fbzfksi]Cb Cmy Cmz 4389i 1 4389! 1 4389 J4389I 1 4389 4389 LJ389 4389 39 9 i 43 89 399 6 6 6 6 6 6 1 6 6 L4389I 1 4389 4389 4389 |4389 1 1 1 6 6 Eqn H1-1] H1-1 H1-1 H1-1 6 IH1-1 6 iH1-1 6 i 6 fi H1-1 1 |H2-1 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 36 Company Joe P Hill, Designer KRC Job Number 05014 PE 9 ROW TIP - LONG Jan 26, 2005 503PM Checked By _ Member A SD Steel Code Checks (By Combination) (Continued) LC Member Shape UC Max 9 H 10 !1 M9 ! 1 875"X10GA 106 M10 | 1 875"X10GA ! 016 11 !1 i M11 12 11 13 |1 14 M 15 i1 M12 M13 1 875"X10GA 158 1 875"X10GA 1 875"X10GA M14 i 1 875"X10GA M15 i 1 875"X10GA 16 M i M16 17 !1 | M17 18 il M18 19 '1 20 '1 21 11 M19 M20 M21 1 875"X10GA 062 Loc{ft]jShear Loc[ft] Fa[ksi] 4357 4015 3844 4357 336 13929 147 250 223 1 875"X10GA 025 1 875"X10GA 1 875"X10GA 1 875"X10GA 039 029 037 1 875"X10GA ! 025 22 M I M22 i 1 875"X10GA 23 ,1 M23 019 1875"X10GA 021 24 M i M24 1 875"X10GA 25 ,1 M25 26 : 1 ! M26 27 11 28 ;1 039 1875"X10GA 017 1 875"X10GA M27 I 1 875"X10GA M28 1875"X10GA 29 M I M29 | 1 875"X10GA 30 !1 31 |1 M30 i 1 875"X10GA 011 036 016 020 024 M31 1 875"X10GA I 050 32 1 1 i M32 1 875"X10GA 054 33 :1 i M33 1 875"X10GA i 009 4357 4271 4271 25 25 25 25 25 25 25 25 25 25 001 0 001 8201 001 ! 0 |_001 001 001 001 001 001 001 L 001 Ft[ksi] Fby[ksi] 7 891 ! 39 9 7891 7891 0 17891 8201| 17891 o 0 17891 17891 0 17891 399 4389 Fbzjksi] [4389 Cb Cmy 1 4389 I4389! 1 39 9 I 43 89 399 399 399 399 4389 4389 4389 4389 4389 1 1 6 6 6 6 1 I 6 4389 |4389l 1 4389 39 9 i 43 89 0 | 20 554 1 39 9 ! 43 89 0 0 001 ! o 001 I 0 001 001 _p__ 0 20554 399 I20554J 399 20554 20554 43 89 1 1 6 6 4389 1 6 4389! 1 4389 I4389 4389 39 9 | 43 89 39 9 i 43 89 20 554 | 39 9 |20554| 399 L 001 5 i 20 554 001 i 5 001 O 20554 399 399 20 554 j 39 9 4389 1., 4389 1 4389 1 4389 J4389I 1 4389 4389 4389 4389 4389 4389 4389 1 1 1 4389i 1 25 001 5 ^J20554 399 4389 J4389 25 25 25 25 001 001 001 0 |20554 0o 001 I 0 399 20 554 1 39 9 1 20 554 1 399 20554 25 001 i 0 i i20554 25 001 0 I 20554 4389 4389 1 4389! 1 4389 4389 !4389 39 9 | 43 89 399 i 4389 39 9 43 89 1 1 6 6 6 6 6 6 6 "6 6 6 6 6 6 6 4389! 1 I 6 4389 1 c 4389 1 I 6 Cmz Eqn 1 IH1-3 1 1 H2-1 H1-3 flm-311H1-1 1 IH1-3 1 H1-1 1 |H1-1 1 IH1-3 1 H2-1 1 IH2-1 1 1 1 1 1 •i 1 1 1 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H1-3 1 H1-3. 1 IH1-3 1 1 1 H1-3 H1-3 H2-1| RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\9ROW TIP-LONG R3D] Page 37 ._ . RISA MODEL OF PLATFORM FRAMES DL=10PSF LL=100PSF BAY WIDTH 60 FT BAY LENGTH 60 FT SHORT DIRECTION PDL+LL = 3960 0 LBS (INTERIOR COL) PDL+LL = 19800 LBS (EDGE COL) USE MAX SEISMIC LOADING = 75 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0 7 = 53 LBS PER POST LONG DIRECTION PDL+LL = 3960 0 LBS (INTERIOR COL) PDL+LL. = 19800 LBS (EDGE COL) USE MAX SEISMIC LOADING = 75 LBS PER POST ASD SEISMIC LOADING = SEISMIC * 0 7 = 53 LBS PER POST MEMBER PROPERTIES COLUMNS => 1 625" OD x 0 09" WALL ROUND TUBE FRAME HORIZONTALS => 1 625" OD x 0 09" WALL ROUND TUBE FRAME DIAGONALS => 1 0" OD x 0 073" WALL ROUND TUBE HORIZONTALS => 1 0" OD x 0 073" WALL ROUND TUBE CROSS BRACES => 1 0" OD x 0 073" WALL ROUND TUBE Fv = 50 KSI STEEL JOB Q5O14 BY KRC DATE 1-21-05 CHD JPM Si* iJOE P. HILL, P.E. i CONSULTING STRUCTURAL ENGINEERING i s _ ___ J_ 38MPPT nc "T CNJ UO O tr:Oi CO a:ou. o Q. 1^QCOOL Njs._-! v. ro I I- iD I O j CD Q § a: iLU | GO WLU Q O h-O X O LU CL N O a: I CL (Uo Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - SHORT Jan 26, 2005 504PM Checked By _ Global JDisplay Sections for Member Gales ilnclude Shear Deformation (Include Warping jArea Load Mesh (mA2) [Merge Tolerance (in) iP-Delta Analysis Tolerance Yes Yes 144 12 0 50% [Vertical Axis ! Concrete Code [Number of Shear Regions [Region Spacing Increment (in) iBiaxial Column Method |Parme Beta Factor (PCA) I Concrete Stress Block [Use Cracked Sections |Bad Framing Warn ings |Unused Force Warnings Y 'Hot Rolled Steel Code |Cold Formed Steel Code JNDS Wood Code AISC ASD 9th AISI 99 ASD NDS91 ASD JNDS Temperature | < 100F ACI 1999 i4 I PCA Load Contour 65 ! Rectangular !Yes __! Yes" Hot Rolled Steel Properties Label 1 A36 2 A572Grade50 3 ! A992 4 A500 42 5 : A500 46 E [ksi] 29000 29000 29000 29000 29000 G [ksi] ! 11154 i 11154 ! 11154 ! 11154 i 11154 Nu Therm (\1 E5 F) 3 3 3 65 65 65 3 ! 65 3 | 65 Density[k/ftA3] 1 "49 i 49 j 49 49 ! 49 Yield[ksi] 36 j 50 | 50 j 42 ! 46 ! Hot Rolled Steel Section Sets Label 1 COL 2 FRAME HORIZ Shape 1 625"ODx009" 1 625" 00x009" 3 HORIZ |l"ODx0073"W 4 DIAGONAL 1"ODx0073"W 5 JCROSS BRACE |1"ODxO 073" W Design L 1 Pipe 1 Pipe [ Pipe 1 Pipe ;' Pipe Type Column Beam Beam VBrace VBrace Material |A572Grade50 A572Grade50 JA572Grade50 A572Grade50 !A572Grade50 Design Rules A [m2] Typical Typical Typical 434 434 213 Typical ! 213 Typical ! 213 lyy [in4] T~ 128 i ! 128 I ! 023 I I 023 i i 023 ! Izz [m4] 128 128 023 023 023 J [m4] T 257 i I 257 ! ! 046 i i 046 ! I 046 ! Joint Coordinates and Temperatures ! 1 ' I 2 I i 3 'I 4 | i 5 I I-6 'LTJ Label X [ft] N1 | 0 N2 I 0 N3 j 6 N4 I 6 N5 i 12 N6 12 N7 I 12 Y [ft] Z [ft] Temp [F] Detach From Diap I 0 ! 0 i 975 | 0 0 ! !" o' - I - 1 I 0 i 0 0 i I 9 75 i 0 o ! 1o ; o ! o ! ; I 975 | 0 o i 1 2 125 i 0 I 0 I j ISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 40 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM -SHORT Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ftl 8 1 N8 1 0 95 0 9 N9 6 95 0 10 N10 12 ! 95 I 0 11 N11 12 4375 0 12 N12 12 6125 j 0 13 N13 12 8375 0 14 N14 0 2125 j 0 15 N15 6 i 4375 ! 0 16 N16 0 4375 i 0 17 N17 6 2125 0 18 N18 i 0 8375 ! 0 19 N19 6 6125 | 0 ^20 N20 0 6 125 0 21 N21 6 8375 ! 0 Jan 26, 2005 504PM Checked By Temp [F] I 0 I 0 ! o Detach From Diap 0 0 0 0 ! 0 j 0 I o 0 0 0 ! o Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules 1 M1 N1 ! N2 i COL Pipe 2 M2 N3 I N4 COL I Pipe 3 M3 N5 N6 COL ! Pipe 4 M4 N15 N7 i pROSS BRACE Pipe 5 M5 N17 I N11 CROSS BRACE Pipe 6 M6 i N8 : N9 ! i HORIZ Pipe 7 M7 N9 ; N10 HORIZ Pipe 8 ! M8 N21 ! N12 | CROSS BRACEi Pipe 9 M9 N19 N13 ] PROSS BRACEi Pipe 10 M10 N14 N15 pROSS BRACEi pipe 11 ! M11 N16 N17 ! PROSS BRACEJ Pipe 12 ! M12 N18 ! N19 _j_ PROSS BRACE| Pipe_ 13 M13 N20 N21 ! j CROSS BRACE; Pipe Member Advanced Data ;ColumnjA572Grad Typical iColumniA572Grad j Typical iColumn!A572Grad Typical 'VBracejA572Grad j Typical ! iVBrace!A572Grad | Typical j I Beam |A572Grad i Typical ! ! Beam !A572Grad Typical ! ;VBrace|A572Grad Typical iVBrace!A572Grad ^Typical ! iVBraceiA572Grad Typical j iVBrace A572Grad Typical !VBrace!A572Grad | Typical 'VBraceA572Grad Typical Label I Release J Release I Offsetfin] J Offsetfm] T/C Only Physical TOM Inactive 1 ! M1 j i 2 M2 I ! 3 M3 i 4 | M4 I BenPIN BenPIN I 5 M5 BenPIN BenPIN i i 6 M6 | BenPIN BenPIN I 7 ' M7 BenPIN BenPIN I 8 M8 BenPIN BenPIN 9 M9 BenPIN BenPIN i 10 M10 BenPIN BenPIN i 11 M11 BenPIN BenPIN i 12 ! M12 BenPIN i BenPIN I _1?J M13 BenPIN BenPIN I i i Yes ! Yes ; Yes Yes i I Yes i __i Yes , ! Yes i i I Yes I Yes Yes ! ! Yes I ! Yes i i Yes i_ ... ^ RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 41 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM -SHORT Jan 26, 2005 504PM Checked By _ Hot Rolled Steel Design Parameters Label Shape 1 i M1 I COL 2 i M2 i COL 3 • M3 I COL 4 j M4 JCROSSB 5 i M5 'CROSS B 6 ! M6 I HORIZ 7 i M7 | HORIZ 8 : M8 SCROSS B 9 ; M9 JCROSSB 10 ! M10 JCROSS B 11 ! M11 (CROSS B 12 i M12 ICROSS B 13 j M13 ICROSS B Length[ 975 975 975 6408 6408 6 6 6408 6408 6408 6408 6408 6408 Lbyyfftl 4 4 4 Lbzz[ft] 4 4 4 _ . . J Lcomp top Lcomp bot KYY Kzz Cm-yy Cm-zz Cb y sway z sway Joint Boundary Conditions 1 ; 2 ! 3 i Joint Label N1 N3 N5 X [k/in] Reaction Reaction Reaction Y [k/in] Reaction i Reaction i Reaction 2 [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] Reaction I Reaction i Reaction 1 Joint Loads and Enforced Displacements (BLC 1: DL+LL) ! 1 : I 2 i ! 3 ; Joint Label L,D,M Direction Magnitudefk^k-ft m.rad k'sA2/ftl N2 L N4 L Y Y N6 j L Y -1 96 -398 -1 96 Joint Loads and Enforced Displacements (BLC 2 : LA TERAL) 1 2 , 3 Joint Label N2 N4 N6 L,D,M L L L Direction Magnitude[k,k-ft in.rad k*sA2/ft] X | 075 | X I 075 i X 075 i Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me Surface ( 1 ! 2 I DL+LL LATERAL i None I None -1 i I i 3 I ! i I 3 i j i Ij Load Combinations Description SolvePD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor j TL lYes| I TJ I 1 I 2~r"7 I L~J H I. ".H. RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 42 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM -SHORT Jan 26, 2005 504PM Checked By _ Joint Reactions (By Combination) ^ 2 3 4 5 LC •\ 1 1 1 1 Joint Label N1 N3 N5 Totals COG (ft) Xfk] -041 -068 -049 -157 X 6 Y[kl 1 901 393 2157 7989 Y 9702 Z[kj 0 ~l 0o 0 Z 0 MX tk-ft] MY fk-ft] LOCKED i LOCKED 0 I 0 0 ! 0ii i MZ fk-ft] 0 i 0 i 0 i I ! Joint Deflections (By Combination) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 LC Joint Label 1 T N1 N2 1 N3 1 1 1 N4 N5 N6 1 i N7 1 I N8 1 I N9 1 ! N10 1 i N11 1 i N12 1 ! N13 1 I N14 1 I N15 1 1 N16 N17 1 N18 1 I N19 1 1 N20 N21 X [in] Y [in] 0 0 222 -018 0 224 0 223 149 213 212 212 0 -037 0 -019 -004 -018 -036 -019 163 -009 178 -012 174 ! -017 14 -004 146 -016 162 -008 161 i -008 179 175 164 172 -015 -023 -011 -032 Z fin] X Rotation Y Rotation [rad] Z Rotation 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -6 666e-3 0 -3081e-3 0 0 0 -8251e-3 -3 856e-3 -7 264e-3 0 -3616e-3 0 -2 953e-3 0 -3017e-3 0 -3 793e-3i 0 -3 553e-3 0 00 -2632e-4 0 0:0 -1 098e-4 0 0 | 0 -1 524e-3 0 0 0 0 0 0 I 0 -3 124e-3 ^ 0 0 0 0 0 0 0 0 0 -8 675e-5 0 8 256e-5 0 -2 337e-3i 0 -1 751 e-3 0 -7 239e-4 0 0 0 | 0 -9891e-5| -1 515e-3 Member Section Forces LC 1 1 2 ! 3 ! 4 5 6 1 J 7 0 9 i 10 ! 11 ! 1 i 12 | ' 13 i 14 15J 16 I 1 17 Member Label M1 M2 M3 M4 Sec 1 2 3 4 5 1 2 3 L4 5 1^ 2 3 4 5 1 2 Axial[k] 1 901 1 927 1 942 1 949 1 96 393 3945 3949 3965 398 2157 2108 2058 2012 1 96 122 122 y Shearfkl 041 -044 011 -023 052 068 -105 095 -073 053 049 -066 052 -057 053 002 001 z Shearfk] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Torquetk-ft] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y-y Moment[k- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o 0 z-z Moment[k-r~""o " -072 007 _, 02 0 0 -111 045 014 0 0 -084 017 02 0 L_ 0 -003 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 43 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - SHORT Jan 26, 2005 504PM Checked By _ LC Member Label Sec Axial[kl 18 19 3 4 123 123 20 i 5 124 21 ! 1 M5 1 22 2 23 I 24 i 3 4 25 i 5 i_26 1 M6 ! 1 27 2 28 3 29 4 30 '5 -125 -125 -126 -126 -126 024 024 024 024 024 31 1 M7 1 007 32 2 007 33 i 3 007 34 I 4 007 35 36 ' 1 37 I M8 5 007 1 2 38 ! 3 39 : 4 115 116 116 116 40 5 117 41 1 M9 1 - 123 42 i ! 2 -124 43 ! 3-124 44 : 4-125 45 5 I -125 46 1 M10 1 -089 47 ! | 2 48 I ! 3 49 i 4 50 i 5 51 i 1 M11 1 52 i. ._ 53 i ' 54 -09 -09 -09 -091 058 2 ! 058 3 059 4 059 55 i 5 56 j 1 | M12 57 | 58 1 59 1 y Shearlk] 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 -002 002 001 0 -001 06 - 002 1 j 054 _2_ 3 055 055 4 I 055 60 5 056 61 1 M13 62 63 64 i 65 ! 1 -036 2 -036 3 -037 4 I - 037 5 -037 002 001 0 -001 -002 002 001 0 -001 -002 z Shearlk] 0 0 0 0 0~6~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 Torque[Mtl v-v Moment[k- z-z Moment[k- o_ .o H 0 0 0 o 0 - 003 0 0 0 0 0 -003 , 0 0 -003 -003 0 0 - 003 0 0 0 0 0 0 0 0 0 0 0 0 0 -002 -003 0 -002 0 0 0 0 i 0 0 0 0 -002 -003 0 0 i -002 000 000 0 i 0 -003 0 0 0 0 -003 0 -003 i 0 0 000 0 0 - 003 0 i 0 i -003 i 0 0 - 003 000 0 0 0 j 0 0 -003 i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -003 -003 o I 0 -003 -003 | -003 0 0 0 | 0 0 0 0 o ! o o 0 ,_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ': -003 -003 -003 I 0 0 -003 ! 0 0 ) -003 | 0 0 0 - 003o o ! RISA-3D Version 5 Od [D\ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 44 Company Designer Job Number JoeP KRC 05014 Hill, PE PLATFORM-SHORT Jan 26, 2005 504PM Checked By _ Member ASP Steel Code Checks (By Combination) LC Member Shape UC Max 1 2 1 1 3 H M1 |1 625" OD x 0 09" W M2 I1 625" OD x 0 09" W M3 4 : 1 i M4 5 6 1 1 7 11 M5 M6 M7 8 |1 M8 9 10 11 1 625" OD x 0 09" W 1" 00x0073" WALL 1" 00x0073" WALL 1"ODx 0073" WALL 1"ODx0073' WALL 1"ODx 0073" WALL 1 M9 V'ODx 0073" WALL 1 1 M10 M11 TODx 0073" WALL 1" 00x0073" WALL 12-1 M12 |1" 00x0073" WALL 13 M! M13 ;1"ODx 0073" WALL 301 626 345 Loc[ft] Shear Loc[ft] Fa[ksi] ^"133 2133 009 |9547| 1 23 012 018 |2133] J23012 2133 011 2133 184 |3271 001 035 |3204| 001 047 027 175 3 3 6408 0 001 I 0 001 123012 ! 363 0 3271 001 :6408i 035 |3 204 031 J3204 097 092 025 3271 001 001 6408_j 6 408] 001 0 3 271 001 6 408 3204 001 I 0 I 363 4 141 4141 363 363 363 363 363 363 Ft[ksi] 399 399 399 399 399 39" 9 399 399 399 399 399 399 399 Fby[ksi] Fbzlksi] 4389 14389 Cb 1 4389 4389 1 4389 4389 4389 1 4389! 1 4389 4389 1 4389 I4389 1 4389 4389 43891 1 4389 1 4389 4389 4389 4389 4389 1 4389 1 4389 1 4389 1 4389 4389 1 Qmx6 6 Cmz Eqn 6 H1-1 6 H1-1 6 ! 6 H1-1 6 6 6 6 6 1 |H1-1 1 1 1 H2-1 H1-3 H1-3 1 H1-1 6 i 1 JH2-1! 6 | 1 6 6 6 1 1 1 H2-1 H1-3 H1-3 H2-1 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-SHORT R3D] Page 45 cr> O O"! CO CO O5 93IAI CM Ozo (£. Ou_ Q. CO LO CN•»-•OB u>ooCN CO CN orO O CDZ Q § CO LU 00 LU LU Q O _Jh- o_J CO 46 | i LU Q_ X CL CD0 i "5 O K ^ •<* OLOo Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26. 2005 505PM Checked By _ Global |5 Max Internal Sections for Member Calcs Include Shear Deformation Include Warping Area Load Mesh (mA2) Merge Tolerance (in) P-Delta Analysis Tolerance Vertical Axis 97 ; Yes : Yes ! 144 12 0 50% Y Hot Rolled Steel Code AISC ASD 9th Cold Formed Steel Code AISI 99 ASD NDS Wood Code NDS 91 ASD NDS Temperature \ < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) 65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings Unused Force Warnings No Yes Hot Rolled Steel Properties Label E [ksi] I 1 A36 i 2 A572Grade50 29000 29000 ; 3 A992 I 29000 I 4 | A500 42 j 29000 ! 5 i A500 46 29000 G [ksi] Nu 11154 i 3 11154 j 3 11154 3 11154 11154 3 3 Therm (\1 E5 F) I 65 i ! 65 ! I 65 ! I 65 ! L " 65 ! Density[k/ftA3] 49 49 49 49 49 Yieldfksi] i 36 j ! 50 i ! 50 ; i 42 ! j 46 | Hot Rolled Steel Section Sets 1 2 3 Label COL 1 625 FRAME HORIZ J1 625 FRAME DIAG 1" OD 4 i HORIZ 1"OD Shape OD x 0 09" OD x 0 09" x 0 073" W x 0 073" W Design L Type J F>!p_e.__ I Pipe I Pipe [ Pipe Column Column Column Column Material !A572Grade5d A572Grade50 lA572Grade50 A572Grade50 Desiqn Rules A [in21 Typical Typical 434 434 Typical I 213 Typical ! 213 lyy [in4] I 128 j 128 i 023 i 023 izz [in4] J [in4] ! 128 ! 128 i 023 257 257 | 046 i i 023 046 i Joint Coordinates and Temperatures 1 2 3 4 5 6 / 8 Label X [ft] N1 ! 24 N2 | 24 N3 24 N4 18 N5 24 N6 24 N7 | 18 N8 ! 18 Y [ft] Z [ft] 0 I 0 95 I 0 925 j 0 45 ! 0 1 75 i 0 45 I 0 1 75 I 0 0 i 0 Temp [F] Detach From Diap 0 i 0 I o I o ! 0 0 0 0 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 47 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 2 505F Chect 5, 2C >M <edf )05 3v Joint Coordinates and Temperatures (Continued) Label 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 N9 N10 X[ft] N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 18 12 12 12 12 12 12 Yfftl i 95 ! i 1 75 i 45 I o 95 575 85 18 575 | 24 I 575 ! U- 18 24 N22 N23 N24 N25 N26 N27 ! N28 N29 N30 N31 N32 N33 N34 N35 Member Primary Data 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Label M1 M3 M5 M4 M6 M7 M12 M13 M17 M18 M16 __, M19 M10 | M20 M14 M15 M22 M21 M23 M8 M9 I Joint N1 N4 N6 N7 N8 N11 N12 N15 N16 N18 N19 N20 N21 N22 N23 N24 N24 N25 N26 "~ N27 N28 1 J Joint N2 N6 N7 0 6 0 6 6 0 0 6 6 0 0 0 6 6 12 18 85 85 925 I 925 85 ! 575 85 575 45 1 75 45 1 75 i 0 I 95 i 0 95 925 925 I K Joint Rotate(deq) I i! N5 ! N9 N27 N13 N23 N17 N19 N16 I I Section/Shape COL FRAME HORIZ FRAME DIAG ;FRAME HORIZ COL FRAME DIAG COL FRAME DIAG Ztftl 0 0 0 0 0 0 ! o" " T 0 I 0 0 0 0 0 0 0 0 0 0 o ! 0 0 0 0 0 ! 0 0 0 I Design List Pipe Pipe Pipe Pipe Pipe Pipe Pipe Pipe JFRAMEHORIZ| Ripe N21 I ! N34 N24 N14 N15 I!I i ! ! FRAME HORIZ FRAME DIAG HORIZ HORIZ FRAME HORIZ Pipe Pipe Pipe Pipe1 Pipe FRAME HORIZi Ripe FRAME HORIZ j Ripe N25 i_ N23 i N28 N10 N11 I ;I FRAME DIAG FRAME HORIZ IFRAME HORIZ iFRAME HORIZ Pipe Pipe Pipe Pipe FRAME HORIZi Ripe Temp [F] 0 0 0 0 0 0 " 0 0 0 0 Detach From Diap 0 ! o I o i 0 0 0 0 0 0 0 ! 0 0 0 0 0 0 0 Type Material Column |A572Grad Column!A572Grad |ColumnA572Grad IColumn A572Grad 1 Column |A572Grad Column |A572Grad (Column |A572Grad i Column iA572Grad iColumniA572Grad IColumn ^572Grad iColumn|A572Grad 1 Column A572Grad Column A572Grad Column |A572Grad 'Column A572Grad lCoiumn!A572Grad~1 iColumniA572Grad Column lA572Grad Column |A572Grad 1 Column |A572Grad Column JA572Grad Design Rules Typical Typical i Typical i Typical : Typical Typical I Typical I Typical Typical | Typical i Typical Typical Typical | Typical i Typical Typical Typical Typical I Typical Typical I Typical i RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 48 Company Designer Job Number JoeP KRC 05014 Hill, P E. PLATFORM - LONG Jan 26, 2005 505PM Checked By _ Member Primary Data (Continued) 22 23 24 25 26 27 Label M25 M24 M26 M11 M28 M2 I Joint N28 N29 N30 N32 N34 N35 J Joint K Joint N29 I N27 | N31 I N33 | N35 I N3 I Rotate(deg)Section/Shape Design List Type Material FRAME DIAG I pipe j Column |A572Grad FRAME HORIZJ pjpe |ColumniA572Grad COL ! Pipe ;Column|A572Grad COL I Pipe jColumn^572Grad HORIZ i Pipe [Column jA572Grad HORIZ ! Pipe :ColumnA572Grad Design Rules Typical Typical _Typical Typical Typical _TypicaJ_ Member Advanced Data 1 2 3 4 5 6 7 8 9 10 11 12 . 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Label I Release ; M1 I M3 J Release I Offsetfin] I i i M5 ! M4 M6 M7 M12 M13 M17 M18 M16 i M19 BenPIN M10 BenPIN M20 M14 BenPIN BenPIN J Offsetfml T/C Only Physical TOM Inactive Yes I i i Yes I Yes Yes Yes i Yes i ! Yes ! i Yes I I i Yes i Yes Yes i Yes i Yes ii M15 M22 M21 M23 M8 M9 | i i M25 M24 M26 M11 M28 M2 BenPIN BenPIN BenPIN BenPIN Yes i Yes i Yes I ! Yes i ! i Yes | i I Yes | Yes I Yes I I i Yes ! I ! Yes I i Yes I Yes | I ! ! Yes ! | I I Yes i | | Hot Rolled Steel Design Parameters Label 1 i M1 2 ! M3 3 M5 4 l M4 5 ! M6 6 i M7 7 i M12 8 ! M13 Shape Lengthf Lby_y[ft] Lbzz[ft] Lcomp top Lcomp bot COL j 95 Segment iSegment FRAME H J 6 FRAME D J 6 6 i FRAME H ; 6 _Kw Kzz i i COL I 95 iSeqment iSegment i j i FRAMED j 66 COL j 95 FRAME D J 6 6 9 i M17 jFRAMEH i 6 10 ; Mis IFRAMEH ] 5 ! Segment Segment I Cm-yy Cm-zz Cb ii y sway z sway i i I i , I I I i II i I i i ; i > i \ i I I I | i : Mlj_ M16 JFRAMED J 66 I RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 49 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26. 2005 505PM Checked By _ Hot Rolled Steel Design Parameters (Continued) 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Label Shape Lengthf M19 HORIZ | 6 M10 : HORIZ ! 6 M20 jFRAMEH J 6 Ml 4 'FRAME H 6 M15 IFRAME H 6 M22 ;FRAME D 66 M21 IFRAME H 5 M23 IFRAME H 6 M8 iFRAME H 6 M9 ;FRAME H e M25 IFRAME D 66 M24 :FRAME H 6 M26 ! COL 95 M11 ! COL 95 M28 : HORIZ 6 M2 ! HORIZ 6 Lbyy[ft] Lbzz[ft] Lcomp top Lcomp bot Kyy Kzz Cm-yy Cm-zz Cb y sway z sway ! i I j '' : : i ! I I ; j ! ! I ! I I i ! I ! i ! I I i I I ; i i ; i !i I ' ! ! ' I i ! ! I : i ii i i i i ; | i i | i I Segment Segment! ' i j I ; i Segment Segment ! i i : i I i I ! i i ! , i !; ! ! Joint Boundary Conditions I i 1 2 3 4 Joint Label~^~ ~N1 ~ " N8 N12 ! N30 X[k/jn] Reaction Reaction Reaction Reaction Y [k/in] j Reaction 1 Reaction ! Reaction I Reaction Z fk/in] X Rot [k-ft/rad] Y Rot fk-ft/rad] Z Rot [k-ft/rad] j Reaction : i ! Reaction i i ' Reaction i i : Reaction ! N32 Reaction I Reaction Reaction Joint Loads and Enforced Displacements (BLC 1: DL+LL+) 1 " 2 3 4 Joint Label N2 N9 N13 N31 L,DM L ! i L L !"! '" "L " " i Direction Y Y Y Y Magnitude[k k-ft m.rad k'sA2/ft] I -1 ! -3 ! -3 ! -3 98 | 96 ! 96 : 96 | 5_L.N33 -1 98 Joint Loads and Enforced Displacements (BLC 2 : LATERAL) i 1_1 f2 |" -"" : 3 :L.4 . - __ i 5 Joint Label N2 N9 N13 N31 N33 L.D.M i L " ! I - ! L i L ! L Direction i Y •!i A i ! X ! I X !; x : i X i Magnitude[k,k-ft m.rad k*sA2/ft] 075 075 075 075 075 Basic Load Cases _BLC_ Description i_1 i."DL+LJL+_~ " I 2 '! LATERAL Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me Surface ( None j _ _{ -i' ," "_ Q _5 " | """ ; "j " ' ' i" " ' iNone ;""' "" '! """ 1 " I -"5"" ; " i RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 50 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26. 2005 505PM Checked By _ Load Combinations Description SolvePD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor_ _~ TL~ jYes_ _XIlJ...El...L2_.L_L L_l "": "'•""' I ' I' I l__j I L_]Z_J Joint Reactions (By Combination) 1 2 3 4 5 6 7 LC Joint Label ,_1 : N1 1 ! N8 1 j N12 1 : N30 1 j N32 1 I Totals 1 j COG (ft) _. AIM _ -055 -054 -048 -048 -057 -262 X 11 252 _Yjy_ 2192 3828 3965 372 2358 16062 Y 9442 Z [k] MX Ik-ft] 0 i LOCKED 0 : 0 0 0 0 \ 0 o ! o 0 Z 0 MY [k-ft] 0 0 0 0 0 MZ [k-ft] 0 1 0 ! 0 jo i 0 ! Joint Deflections (By Combination) LC Joint Label X [in] Y [in] 1 | 1 : N1 | 0 j 0 2 i 1 i N2 i 109 1-019 31 N3 i 103 -019 i 41 N4 i 083 ! -017 • 5 i 1 N5 i 078 i -004 61 N6 ! 083 -009 7 : 1 i N7 ' 079 -006 j 81 N8 ! 0 0 91 N9 i 108 -035 : 10 1 N10 j 071 -007 11 1 \ N11 i 077 -017 i 12 1 N12 i 0 j 0 13 ' 1 i N13 ! 108 ! -036 ' 14 i 1 : N14 j 085 j -022 15 1 i N15 i 092 i -032 16 . 1 N16 ; 091 ! -021 17 1 N17 ! 091 I -012 ! 18 i 1 ! N18 ! 092 ! -032 i 19 ! 1 ' N19 I 091 -017 I L20 ! 1 I N20 ! 103 i -034 i 21 1 ! N21 i 103 i -02 i 22 ! 1 N22 ! 091 i -031 i 23 i 1 I N23 ; 086 • -013 ! 24 ; 1 I N24 ' 091 -018 _| 25 1 ; N25 i 087 -021 } 26 ! 1 i N26 i 077 -016 i 27 1 N27 j 071 | -004 28 ! 1 N28 j 077 -01 29 1 N29 ; 072 | -006 j 30 i 1 ' N30 | 0 i 0 ! 31 1 N31 ! 109 ! -035 I 32 ! 1 i N32 i 0 0 I i 33 i 1 '' N33 | 109 -02 34 ! 1 j N34 : 103 -035 j :_35 j 1 ! N35 .' 103 -035 j Z [in] X Rotation 0 0 0 0 0 0 0 : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 '• 0 o : o 0 0 0 0 0 i 0 o ; o 0 i 0 0 I 0 0 i 0 0 ~f 0 0 i 0 0 i 0 0 i 0 0 ^0 0 0 0 ! 0 0 ; 0 0 __L 0o : o 0 ; 0d ! o 0 i 0 Y Rotation [rad] Z Rotation 0 -4 803e-3 0 1-1 759e-3 0 j-1 695e-3 0 !-2 089e-4 0 :-1 526e-3 0 :-1 217e-4 0 !-1 596e-3 0 i-4 803e-3 0 :-1 685e-3 0 -1 447e-3 0 :-1 857e-4 0 -4 289e-3j 0 1-1 633e-3i 0" :-3661e-4l 0 -7 38e-4 0 -2 983e-4 0 ^2 606e-4 0 i-7156e-4~ 0 :-6 476e-4 0 i-1 664e-3| 0 i-1 758e-3i 0 '-7 757e-4J 0 i-3 349e-4^ 0 i-6 675e-4 0 -4157e-4 0 j-3123e-4j 0 -1 115e-3i 0 ;-2313e-4j 0 i-1 485e-3l 0 -4 355e-3J 0 -1 728e-3! 0 i -4 486^ 0 -1 822e-3: 0 -1 569e-3| 0 -1 621e-3i RISA-3D Version 5 Otf [D \ \05014-Accenture Bleachers Carisbad,CA\PLATFORM-LONG R3D] Page 51 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26, 2005 505PM Checked By _ Member Section Forces LC Member Label Sec 1 1 i M1 i 1 2 ! : 2 3 ! 3 4 4 5 i i ! 5 6.1 M3 ; 1 7 2 8 ' 3 9 ; 4 10 : ! I 5 11 1 i M5 1 12 : : i 2 13 ! j 3 14 | i 4 15 : j ! 5 16 ! 1 M4 1 17 ' 2 18 ! 3 19 ! 4 20 ' 5 21 i 1 M6 ! 1 22 ! 2 23 ! 3 24 : i 4 25 ; 5 26 ' 1 I M7 1 27 ! 2 28 ! I 3 29 ! 4 30 j I 5 31 1 M12 : 1 32 i 2 33 I j 3 34 | 4 35 i 5 36 1 I M13 : 1 37 i I 2 38 | 3 39 4 40 5 41 1 M17 1 42 i i 2 43 3 44 i 4 45 ! j 5 46 1 j M18 1 47 2 48 ! J3 49 : 4 _5Q__ . i 5 51 1 ! M16 1 f52 ! ' i 2 Axial[k] 2 192 217 2079 2068 1 98 08 08 08 08 08 -186 -186 -185 -185 -184 083 I 083 083 083 083 3828 3909 3904 3965 396 -017 -017 ' -016 -016 -015 3965 3946 3928 3918 396 147 147 148 148 149 078 078 078 078 078 068 j 068 068 068 068 -162 -162 y Shear[k] 055 -028 061 -017 052 002 0 -002 -005 -007 003 002 001 0 -001 -009 -012 -014 -016 -018 054 -031 049 -019 053 003 002 0 0 -002 048 -025 047 -014 052 003 001 0 0 -002 0 -001 -004 -006 -008 -003 -005 -008 -01 -012 003 002 z Shear[k_l 0 0 0 0 0 0 0 -_, 0 ^ 0 0 0 0 , o 0 " 0 ^_ o 0 0~"o " " 0 0 0 o 0 0 0 0 0 0 0 0 0 0 o"0" 0 0 0 0 0 0 0 0 0 o 0 0 o 0 o _, 0 0 Torque[k-ft] 0 0 0 oo 0p.._ ^ 0 0 0 0 0 o 0 0 0 0 0 0 0~ " o 0 0 0 oo o 0 0 0 0 o 0 0 0 0o 0 o Q 0 0 0 0o o ™ 0 0 - o o 0 0 y-y Moment[k- ^ 0 0 0 o._._o 0 0 0 0 0 _...o_ 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 ..... o .... 0 0 o 0 o . 0 0 0 o 0 0o 0 0 0 0• o" -o 0 t 0 0 0 0 0 0 z-z Moment[k- 0 i - 034 026 ! 004 i 0 ! -003 i -004 i -003 , 003 ! 011 | 005 ! 0 ' -002 : -003 ! -002 ! - 037 : - 021 i -003 i 02 ! 045 : 0 i -036 j 02 i 004 : 0 ! 004 i 0 -002 i -002 ! 0 i 0 i -03 | 021 ! 003 j 0 ; 004 | 0 ! 0 ; o ! 001 | -006 ! -006 ! -002 I 005 i 015 | -019 i -012 i -003 ! 011 : 027 ! 005 j 001 i RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 52 Company Joe P Hill, Designer KRC Job Number 05014 PE PLATFORM - LONG Jan 26, 2005 505PM Checked By _ Member Section Forces (Continued) _ z-z Momentfk- i 53 ! 59 6P_ 61 1 i M10 _5 1 _P_Q6_ -007 -002 002 0 0 0_ 0 : i - yu/_ i uui i' \ "nc\7 1 nPP_1 0 Po p_ o -_002_ -003 L64_: 65 i i_PP7_ 007" -001 -002 -002 J?6 67 M20 68 0 "0 •P_l? •oi£ 003 : 69_ir7p~r 4 5 065_ 065 _-Pl_ -012 _QU_027 M14 I 1 i 2 061_ 061 _0_02 0 0 0" iP_PL •003 4 "5 061 P.6JL 061 -002 004 006 0 _p" 0 0_ 0 -002 ! OP? _ ; 01" M15 77 -J9 -19 _0 002 0 6" 0 O" 009 •007" 79 _3 4 -19 -19 004 007 0 6 -_P_P2_ 006 80_ 81 M22 -368 L.Q09_ 003 0 0 0 0 018 005 _82 §3_ 84 2 3 • 367 •3.67 366" 002 _0 0 QP_1 -001 -001 -366_ 86 ! 1 M21 263 001 0 0 0 0_ "fJ08 _87_i 88 i H 263 263 002 004 -003 89 90 J 5 263_ 263 -006 -009 P 0 017 M23 93 2 3 081 "081 081 0_ 003 0_ 0 •_go5_ L.QQ5 •003 95 4 5 081 081 -005 -007 _P_04_ 013 96_ 97 M8 P_73_ 073 • 006 008 0_ 0 _0 0 026 015" I i?-Rob 3 4 _ 073 073 013_ 015 0 0 017 038" 1P1M_! 102 i i" M9 •Q5I 057" 003 001 0_ 0 _P_ 0 PPJ -002 --104 i -057 -003 0 0 0 0 0 -057 -005 0 0 0 007 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 53 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26, 2005 505PM Checked By _ Member Section Forces (Continued) LC Member Label Sec 106! 1 ! M25 1 1071 I 2 108 ! I 3 1091 I 4 110 ! 5 111 112 113 1 114 115 | 116 117 118 119 120 M24 1 I 2 i 3 4 i 5 1 ! M26 1 2 I 3 4 ! 5 121 1 M11 1 1221 123 124 125 126 127 128 I 2 : 3 4 i 5 1 M28 1 ! 2 3 129 i i 4 1301 I 5 131 ! 1 i M2 i 1 132! I 2 133| ! i 3 134 135 ! 4 i 5 Axial[k] _y Shearfk] -236 -235 003 002 - 235 i 001 -234 i_ -234 135 135 135 135 0 -001 -007 -009 -011 -014 135 -016 3 72 048 3 82 i - 029 3815 052 3962 i -019 3 96 053 2 358 057 2 35 I - 02 2 234 054 2156 -013 1 98 052 004 002 004 001 004 0 004 - 001 004 -002 009 002 009 001 009 i 0 009 - 001 009 i - 002 z Shearlkl Torque[k-ft] 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ! o 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 0 0 0 0 0 y-y Moment{k- 0 0 0 0 o oo 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o z-z Moment[k- 005 0 -002 -003 -002 -031 -019 -004 015 037 0 -033 022 003 0 0 -023 022 003 0 0 -002 -003 -002 0 0 -002 __, -003 -002 0 Member ASP Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] 1 !1 2 3 4 5 6 7 8 9 10 11 12 13 1 1 1LL11111 M1 M3 1625 ODx009'W j 287 |1 682 1 625" OD x 0 09" W Shear 011 033 [ 6 ! 001 M5 iV OD x 0 073" WALL 050 i 0 001 M4 1 625" OD x 0 09" W M6 h 625" OD x 0 09" W M7 1 1" 00x0073" WALL 085 6 003 Locfft] Fafksi] Ft[ksi] Fby[ksi] 851! 6 ! 0 6 378 J1 682 009 0 | 024 0 001 0 M12 |1 625" OD x 0 09" W j 368 1682 Q09 9302 M13 1" 00x0 073" WALL | 226 0 M17 J1 625" 00 x 0 09" W 038 6 i M18 1 625" OD x 0 09" W 054 1 ! M16 1" 00x0073" WALL 1 1 M19 M10 1"ODx 0073" WALL 1" OD x 0 073" WALL 14 J1 M20 1 625"ODx009"W 15 16 17 18 1 1 1 1 M14 h 625" OD x 0 09" W 6 001 001 002 048 0 001 026 3 001 020 054 028 3 ! 001 6 6 34 689 1 39 99 43989 11 348(3999 43989 343 3999 43989 11 348 3999 34 689 i 39 99 343 I3999 34689 0 ! i 3 43 6 11 348 6 ! 0 0 i 0 ! 002 6 001 6 11 348 3999 3999 43989 43989 Fbz[ksi] 43 989j 43989 43989 43989 43989 43989 43989 43989 Cb 1 75 204 22 23 1 75 1 8 4398911 75 43989 |43989 3999 43989 43989 3999 43989 143989 343 I3999 43989 43989 415 |3999i43989 J43989 1 3 225 23 1 6 1 415 i3999l43989 !43989| 1 11 348 j 39 99 ! 1 1 348 39 99 43989 43989 43989 23 43 989 '1 8 M15 |1 625" 00x009" W I 042 6 i 002 i 6 ! 11 348 39 99 43 989 i 43 989 M22J1"ODx 0073" WALL] Q72 M21 1 625" OD x 0 09" W j 079 0 6 001 0 001 6 _i 343 1 1 348" 3999 3999 23 43989 |43989|16 43 989 43989J2 3 Cmy Cmz Eqn 6 6 6 IH1-2 85JH1-1 6 85 IH2-1 6 6 6 6jr-6- 85JH1-1 6 IH1-2 85 JH2-1 6 IH1-2 85IH1-1 6 85iH1-1 6 85JH1-1 6 _6_. A6 6 85 'H2-1 1 |H1-3 1 1H2-1 851H1-1 6 85IH1-1 6 6 6 85 ,H2-1 85 |H2-1 85IH1-1 RISA-3D Version 5 Od [D\ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 54 Company Joe P Hill, P E Designer KRC Job Number 05014 PLATFORM - LONG Jan 26, 2005 505PM Checked By _ Member ASD Steel Code Checks (By Combination) (Continued) _ 1C Member 19"; lT~M23_ 20 M M8 " _ __Shape ll '625"~0p_x o ;l 625"~ODx009"W UC Max'r W Q36 071 Locfft] Shear jfT 001_ 6 | 003 Loclft] ! 6 FafksiJ Ft[ks|] '11 348J39 99 1T348J39 99; 43 989 ! 43 989 CmyFbz[ksi] Cb j 43989 j2_T1 _<L '43 989; 2 3] 6 Cmz Eqn ! 85JH1-1' I 85JH1-1 21 ;1 I M9_ 22 I 1 '- ~M25 625" OP x 0 09" W J Q_16_ 1 OD x 0 073"~WALL! " 056 _6_i 001 • 6 I 11 34813999! 43 989 :43 989,1 5 ; 6 0 I"001 |~0~1 ] 3 43"!39 99! 43 989"i<U 989J2 1" 85 IH2-1! ; 85!H2-1] ! 23 MJ_fy|24L \~24 "11 i M26 !"25 111 Mil" J1 625" OD x 0 09" W jl 625"ODxOQ9"W T625""OD"x O Q83 _ 30"f 6_j_p03_ 1_682_!_009_ 1 682; 011 !851 |11 348J3999 134 689:39 99 ;~34~689~j39 99 43989; 1 75: 43989'T75! M28 1" 00x0073" WALL_?J5 i 27 i 1 i M2 ' 1" OD x 0 073" WALL! 0?4_ 029 001 ;_0 IJ_4 15_139 9j -POll. .P_J. j 4 15 !39 99143 RISA-3D Version 5 Od [D \ \05014 Accenture Bleachers Carlsbad,CA\PLATFORM-LONG R3D] Page 55 RISA MODEL OF BRIDGE FRAME DL=10PSF LL=100PSF BAY WIDTH 95 FT BAY LENGTH 30 FT SHORT DIRECTION PDL+LL = 31350 LBS USE MAX SEISMIC LOADING = ASD SEISMIC LOADING = SEISMIC * 0 7 = 75 LBS PER POST 53 LBS PER POST MEMBER PROPERTIES COLUMNS => 1 625" OD x 0 09" WALL ROUND TUBE FRAME HORIZONTALS => 1 625" OD x 0 09" WALL ROUND TUBE FRAME DIAGONALS => 1 0" OD x 0 073" WALL ROUND TUBE HORIZONTALS => 1 0" OD x 0 073" WALL ROUND TUBE CROSS BRACES => 1 0" OD x 0 073" WALL ROUND TUBE Fv = 50 KSI STEEL JOB O5OI4 BY KRC DATE I-21-O3 CHD JPM JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET 56 OF CM " 8 o o:o oCN : X CD i uj ; CM j CD! c ! Q! as : ceI -J 1 CO CO HAI ;. o: ! Q i o:i m 1 O! 1 co :o: ! UJ i DQ SSI co :LU Q O 91A1 _1H O_J X 9 O o 6= • O Q. cfl O 00 _- -i — 'X S D-ry <uo—3 0QL^ •^r o o Company Joe P Hill, P E Designer KRC Job Number 05014 BRIDGE-SHORT Jan 26, 2005 526PM Checked By _ Global \ Display Sections for Member Calcs Max Internal Sections for Member Calcs 97 ilnclude Shear Deformation JYes J [Include Warping [Area Load Mesh (mA2) [Merge tolerance (in) !Yes_ 1144 12 jP-Delta Analysis Tolerance [Vertical Axis' : 0 50% [Hot Rolled SteeTCode Number of Shear Regions [Region Spacing Increment (in) jBiaxial Column Method jParme Beta Factor (PCA)" :Concrete Stress Block |Use Cracked Sections Er.a!HL19 Warnings [Unused Force Warnings jAISC ASD9th Cold Formed Steel NDS Wood Code NDS Temperature Concrete Code Code AISI 99 ASD NDS 91 ASD <100F : AC! 1999 j 14 ! PCA Load Contour 65 i Rectangular 'Yes Np_ TYes Hot Rolled Steel Properties 1 2 3 4 5 Label A36 A572Grade50 A992 A500 42 A500 46 E [ksi] i 29000 j 29000 ! 29000 I 29000 29000 G [ksi] 11154 i 1 1 1 54 : 11154 11154 11154 Nu 3 3 3 3 3 Therm JA1 E5 F) [ 65 i 65 : 65 65 ! 65 Density[k/ftA3] 49 49 49 49 49 Yield[ksi] 36 j 50 : 50 42 46 ! Hot Rolled Steel Section Sets 1._ 3 4 Label ! COL i ', FRAME HORIZ ; ': FRAME DIAG ; j HORIZ ! Shape Design L 1 625" OD x 0 09" 1 625" OD x 0 09" Pipe | Pipe i 1"ODx0073"W Pipe | 1"ODx0073"W i Pipe I Type Column Beam VBrace Beam Material A572Grade50 A572Grade50 |A572Grade50 Design Rules Typical Typical Typical A572Grade50 Typical A [in2] 434 434 213 213 iyy_[m4]: 128 : 128 I 023 ! 023 Izz [m4] ' 128 023 023 J.[m4L_ 257 ! 257 ] 046 [ 046 : Joint Coordinates and Temperatures Label _X[ft Jemp [Fl Detach From Diap 1 ' N1 0 ! 525 0 2 i N2 i 6 : 525 0 3 N3 0 ! 4 5 0 4 ; N4 6 I 1 75 0 _5 | N5 j 6 i 45 0 6 ! N6 ! 0 ! 1 75 0 7 N7 0 | 0 0 0 i 0o I 0 ! 0 i o 0 RISA-3D Version 5 Od [D \Projects\05014 Accenture Bleachers Carlsbad,CA\BRIDGE-SHORT R3D] Page 58 Company Joe P Hill, P E Designer KRC Job Number 05014 BRIDGE-SHORT Jan 26, 2005 526PM Checked By _ Joint Coordinates and Temperatures (Continued) 9 i 10 ! Label N9 N10 X[ft] | 6 ' 6 Yfft] ! ( i 5 5 ! Zfftl 0 0 Temp [Fl i 0 0 Detach From Diap Member Primary Data Label I Joint 1 M1 ! N9 2 M2 N1 3 M3 ! N3 4 ! M4 N6 5 : M5 N5 6 i M6 N7 J Joint K Joint Rotate(deq) Section/Shape Desiqn List Type Material N10 ! j COL I Pipe ;ColumnA572Grad N2 i !FRAME HORIZ) Pipe i Beam A572Grad N5 I jFRAMEHORIZl Pipe i Beam A572Grad N4 ! i N6 ! FRAME HORlZl Pipe '. Beam |A572Grad FRAME DIAG ! Pipe ! VBrace A572Grad N8 , i COL j Pipe iColumnA572Grad Design Rules Typical Typical Typical Typical Typical Typical Member Advanced Data Label I Release J Release I Offsetfm] J Offsetfinl T/C Only Physical TOM Inactive 1 i M1 ! ! I :' i 2 M2 ! BenPIN ! BenPIN j 3 ; M3 I i i ! ! 4 ! M4 i I ! : I 5 I M5 | ! i i I 6 i M6 I I ! ! Yes ! I ! Yes ! I i Yes i i Yes : ! I ' Yes i Yes i I Hot Rolled Steel Design Parameters Label Shape Lenqthf Lbyy[ft] Lbzzfft] Lcomp top Lcomp bot Kyy 1 i M1 j COL : 55 I i 2 M2 !FRAMEH ! 6 I • I ! 3 ! M3 JFRAMEH J 6 | i ! i | 4 i M4 !FRAME H J 6 I i 5 : M5 !FRAME D j 6 6 j . \ \ 6 i M6 I COL i 55 i ! j i Kzz Cm-yy Cm-zz Cb y sway z sway ! i i ! i ! ! ! I I I • I i ; ; : ; ! i : ! : i I I I i I ! ! ! Joint Boundary Conditions Joint Label X [k/in] Y [k/m] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 j N7 i Reaction i Reaction ! Reaction ! 2 i N9 ; Reaction i Reaction \ Reaction i Joint Loads and Enforced Displacements (BLC 1 : DL+LL) J I j i Joint Label L,D,M Direction Maqnitude[k,k-ft m.rad k*sA2/ft] 1 N8 ! L I Y 2 i N10 | L Y Joint Loads and Enforced Displacements (BLC 2 : LATERAL) i -314 ; -3 14 Joint Label L.D.M Direction Maqnitude[k,k-ft m.rad k*sA2/ft] 1 i N8 i L X 2 \ N10 I L X I 075 ; 075 RISA-3D Version 5 Od [D \Projects\05014 Accenture Bleachers Carlsbad,CA\BRIDGE-SHORT R3D] Page 59 Company Designer Job Number JoeP KRC 05014 Hill, P E BRIDGE-SHORT Jan 26, 2005 526PM Checked By _ Basic Load Cases BLCJJescnption 1 | DULL Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me Surface None -1 LATERAL None [_ Load Combinations _Des.cnption.... .„_ ^SolvePD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Yes!! 1 Joint Reactions • 1 I 3 I 4 : 5 LC ! 1 i ! 1 i . 1 !i 1 I I 1 ; Joint Label N7 N9 N1 Totals COG (ft) Xfk] i -052 I -053 ! NC i -105 i X 3 Y[k] 3 068 ! 326 I NC ! 6328 j Y 5484 I Zfk] 0 0 NC 0 Z 0 MX [k-ft]-"[— 0 | i 0 i LOCKED 1 i MY [k-ft] 0 o NC MZ [k-ft] 0 0 NC j Joint Deflections (By Combination) LC Joint Label 1 ! 1 i N1 2 ! 1 ! N2 31! N3 4 ! 1 : N4 5 ! 1 ! N5 6 ! 1 i N6 7 : 1 I N7 8 i 1 '' N8 9 ! 1 i N9 10 i 1 ! N10 X [in] Y [ 092 ! - 0 092 ! - 0 082 i - 0 075 | - 0( 082 - 0 075 I - 0( 0 0 097 j - 0 0 I 0 097 -0 n] Z [in] X Rotation 16 i 0 i 0 16 0 j 0 13 i 0 1 0 35 ! 0 i 0 14 i 0 ! 0 35 ! 0 ,0 0 ! 0 16 ; 0 ! 0 0 ! 0 17 0 i 0 Y Rotation [rad] Z Rotation 0 -1 463e-3 0 ,-1 553e-3 0 j-5 845e-4 0 f-1 438e-3! 0 -5 266e-4 0 1-1 514e-3 0 !-4 587e-3 0 i-1 527e-3 0 !-4 589e-3 0 i-1 617e-3 Member Section Forces (By Combination) LC Member Label Sec Axial[k] 1 1 2 3 r ] ••- " 4 ; 5 ! ! 611! 7 ! 8 i i 9 I ! 10 | 11 ! 1 i 12 ! ; 13 14 i 15 i Tje._i_i M1 I 1 i 326 y Shear[kl_ 053" 2 I 3258 053 3 | 3239 ! -031 4 3237 5 ! 314 M2 | 1 007 -031 053 004 2 | 007 002 3 ! 007 I 4 007 0 j -002 z Shear[k] 6 o 0 0 0 0 0 _,o 0 j 5 007 ! -004 0 M3 ! 1 079 i 0 I 2 079 i -002 3 079 i 4 079 -005 -007 I 5 079 -009 M4 1 ! 084 -008 0 _ o 0 0 0 0 . Torque[k-ft] 0 0 0 — b 0 0 o 0o" "0 y-y Moment[k- z-z Moment[k- 0 ! 0 0 j - 073 0 I -02 0 | 022 0 j 0 0 i 0 0 j - 005 0 | - 007 0 j - 005 0 I 0 o i o •, -01 o 0 0 n 0 0 j - 008 0 i - 002 0 ; 006 0 ! 018 0 | - 034 RISA-3D Version 5 Od [D \Projects\05014 Accenture Bleachers Carlsbad,CA\BRIDGE-SHORT R3D] Page 60 Company Designer Job Number JoeP KRC 05014 Hill, PE BRIDGE-SHORT Jan 26, 2005 526PM Checked By_ Member Section Forces (By Combination) (Continued) LC 17 ; 18 I 19 ! 20 ! 21 ! 1 22 i 23 ' 24 i 25 i 26 ' 1 27 i 28 : 29 30 |_ Member Label Sec I 2 3 4 5 M5 : 1 ! 2 3 4 5 M6 ! 1 i 2 i 3 i 4 •' 5 Axial[k] 084 084 084 084 -188 -187 -187 -186 -186 3068 3066 3148 3146 314 y Shear[k] -01 -013 -015 -017 003 002 001 0 -001 052 052 -034 -034 053 2 Shear[k] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Torque[k-ft] 0 0 0 0 0 0 0 0 0 0o o 0 0 y-y Moment[k- 0 0 0 0 o 0 0 0 0 0o 0 0 0 z-z Moment[k- -02 I -003 i 018 : 042 i 005 j 0 i -002 J -003 ! -002 | 0 ! -071 : -021 ! 025 j 0 i Member ASP Steel Code Checks (By Combination) Mr~2 i 3r4'~ i 5 1 6 LC Member 1 i M1 1 ! M2 1! M3 1 | M4 1 i M5 1 j M6 Shape |1 625" OD x 0 09" W \ 1 625"ODx009"W ' |1 625" OD x 0 09" W ! 1 625"ODx009"W : 1 1" ODx 0073" WALL j |1 625" OD x 0 09" W ! UCMax 771 013 043 080 054 719 Loc[ft] Shear Loc[ft] Fa[ksi] Ft[ksi] Fby[ksi] Fbzfksil Cb Cmy Cmz Eqn J1719J 010 i4526| ;134?5j 399 i 4389 I4389' 1 j 6 i 6 ;H1-1 i 3 i 001 I 0 I ,11323| 399 i 4389 !4389i 1 i 6 ' 1 !H1-3i : 6 i 002 i 6 • '11 323; 399 ! 4389 4389I23 6'85'H1-1 ! 6 i 003 I 6 ; ;11 323! 39 9 i 43 89 43 89l2 3 6 ! 85 IH1-1 ! 0 ! 001 i 0 j 3422' 399 I 4389 14389-21 j 6 j 85 H2-1 ;1719J 009 ;5271J 13475; 399 ! 4389 I4389I 1 ! 6 ! 6 ;H1-1 RISA-3D Version 5 Od [D \Projects\05014 Accenture Bleachers Carlsbad,CA\BRIDGE-SHORT R3D] Page 61 Capacity of Scaffold Joint <ev V }.. Moment of Resistance of Joint My = V * e Working Moment: My = ± 36 25 kNcm (± 3,208 Ibs in) Normal Load on Joint Working Load N =±12 50 kN (=2,810 Ibs) Vertical Load on Rosette per wedge connection Breaking Load: max Vz-± 47 0 kN f± 10,566 Ibs ) Working Load: Vz = ± .11.75 kN.f± 2.691 Ibs) allowable load on rosette Breaking Load: ZVz = i 1980kNC- 44,510 Ibs ) Working Load: IVz = ± 49.5 kN (- 11,128 Ibs ) Rated For Scaffold Use Gontur'-lVloduIar Scaffold Component Allowable Loads Technica!_Manoal_ Section B SHEET _62__ Capacity of Scaffold Joint Rev Horizontal Load on Rosette per wedge connection Breaking Load max Vy = ± 18.8 kN (± 4,226 Ibs ) Working Load: Vy = z 47kNi± 1,057 Ibs ) Diagonal Load (tensible force) Breaking Load max Nv = + 40 2 kN (V 9,037 Ibs ) Working Load Nv = 4-1 o 1 kN f-r 2,270 Ibs ) The maximal forces of pressure are listed in Table Table 1 Diagonal Load (forces of pressure) Height (m) 200 200 2.00 200 200 2 00 Length (m) 0 74 (2 46 ft ) 1 06 (3 48 ft ) 1 50 ( 4 S ft ) 2 00 (6 5 ft ) 2 50 (8 2 ft ) 3 00 (9 84 ft ) max Nv (kN) -9,3 (2195 Ibs) -7,8(1747 Ibs) -6, 0(1 344 Ibs) -4,8 (1075 Ibs) - 4,0 (896 Ibs ) -3,3 (733 Ibs) Hated For Scaffold Use Technical Manual Section B Page 2 of 10 Gontur Modular Scaffold Component Allowable Loads SHEET _63_ A-B Tribunes Bcsisan 2uici 13 NL-56S1 BLBest STRESS ANALYSIS Beam 17—20 plate 65 / 5 grade 43 Myy = 0 34kNm Mzz = 0 kN'm N -0 kN sigma =- 340000/ 2820 = 120 6 N/mm2 <250N/nrim2 Beam 1 - 1 6 - RHS 25/25/3 M>y = 0 kNn* Mzz = 034 kNm N = 1 6 kN sigma = 340000/ 1740 - 1600/26^ - 201 LN / rnm2 <250M/miTi: Beam 24 -26 L ^0/40/4 grade 43 Myy = 036kXnT Mzz = 0 Karri N = 0 kNm sigma - 360000/ 1 560 = 230 kN/mm2 <250N/rrm:; Beam 21 -23 Rl IS 25/25/2 grade 43 My> =0,1 IkNm = 11 0000/1 ] 80 = 93 2 kN/ mm2 <250N/ram2 SHEET 64 Capacity of Systems Tubular Screw Jack [For Variable Jack Extensions] Part Number 0032-609 Weight Galv. 7 Ibs Jack Extension (X) Maximum Allowable Comprsssive Load (P) L_ Metric (m) | 0 43m Impenal (in )MeVic (kn) 17" | I8kn Imperial (Ibs ) 4,000 Ibs 0 ~^nw n_.wl\*7,000 Ics 030m 12"7,500 Ibs Rated For Scaffold Use Contur'JVtaduIar Scaffold Component Allowable Loads Technical Manual Section B SHEET 65 22 mrs. D 1 2 1 . 5D A-B Tribunes Bcsisan Zuici "i3 NL-5631 31 Bes- SUPPORT FRAME Loads Loadcisc 1 : Dead load In Z direction x 1 .05 Loadcase 2 People are A Reactions in Z d.nd Y directions of seatframe \n loadcombir.ation 1 tn node 9 Z = 0 5 1 kX Y - 1 2 1 kN in node 12 Z - 0 5 1 k\ Y = 1 .2 1 kN in node 1 0 and 11 Z - 1 .01 kN in node ) ajid 4 Y = 0 S3 kN m node 2 and 3 Y = 0.3SkN Loacca.se 3. People are slandirg live load 5 kN/rrr dead load 0 I kN/m- \v5dih of row 0 75m in beziTn 1 -6 q = 1 956 kN/m Loadcase 4 people arc standing in row above in beam 4 - 6 = 1.956 kN/m SHEET _66_ Capacity of Systems Vertical Standards Rev UNBRACED POST LENGTH CCMFRESSIVE LCAC I T R Uii | fv'aximum Allowable Unbraced Standard Length | Compressive Load Metric (m) 20m 1 5n Imperial (m.) 73-3/4" 5S" 1 0m I 3S-3/S" G5m IS- 11/1 6" Matnc(kN) | Imperial (Ibs.) 18kn I 4,OC'Olbs 2Ckn 25 ok.n 33kn 4 500 Ibs 5,750 Ibs 7,500 Ibs Rated For Scaffold Use Technical Manual Section B Contur Modular Scaffold Component Allowable Loads SHEET .67. Capacity of Systems Horizontals L^__ £ <£ i ^ VEP.-CA.L POST SPACING w i T'I • n •::::::j£D j j L)l..^ Center Load i PS V i V 4/ I N, --•:;:;-= i Uniform Load •i' V V j_ *" Mtcvmum Laafltn^ Area "VERTICAL POST SPACING Liiviiinn fh i cf:j""' L-\J t ! i i Wv v i v r\ i i c^l-..-.:-Oi '-. ' ! Fart Numoer \ Vertical Post Spacing Allowable Center Load i Allowable Uniform Load 0253-02-2024 I 2' 0253-02-2026 \ 3' 0253-02-2042 \ 3' 6" 0253-02-2048 j 4' L 0253-02-2060 i 5' 0253-02-2C84 7' 1,069 Ibs i 713!bs 595 Ibs 534 Ibs I 438 Ibs 315 Ibs 1,069 ibs /ft 475 Ibs / ft j 349 Ibs / ft 267 ibs / ft 175 Ibs /t 90 Ibs / ft Maximum Allowable Uniform Distributed Load Per Square Feet AreaLength of — E?p-arp-r 2' 2'6" 3' 2' 535 428 356 3' 238 190 158 36' 175 I 140 115 4- I 134 107 89 Bay Length in Feet 3'6" | 4' 5' 6' 305 267 214 178 135 119 i 95 79 100 ! 87 i 70 58 76 67 53 45 5' 88 70 | 58 50 ( 44 ( 35 2S 7' 45 35 30 26 23 15 15 7' 8' 9' 10' 153 134 11S 107 68 59 53 48 50 44 39 35 38 33 30 27H 25 22 19 18 13 11 10 9 Rated For Scaffold Use I Technical Manua, Contur W1^l,,Hr RCaf{o|d J^j0"6 Component Allowable Loads M^SaSSiSi SHEET 68 a a mr- o i 21-51 firnc FLOOR WOOD Cl A-B Tribunes Boslaan Zuid 13 NL-5631 BL Best d = 1 ,S cm Load 7 5 kNV m - 0 I kN 'rr~ =76 kN/ m2 M = 7 6 x 0.75= / S =_0 53 k\m sagma = 53 x 6/100 x 1 .S2 =0 9s kx/crr.2 <j i kN/cm: SHEET 69. MK.CALCULATIONS ^ -TBH l. (|enJ - ce Rr= I -co T e-7 T C i Vfl'T UC 70 ucjjp- ••• /- * f ^ I* ^^ **^ I I *TX. ^ f \Al i. I -n.'i2>s. •J Fv/= 14-. 4- . \A loc 1 . ^ ° 1 - f -3,1 lh, JOB DATE CHD JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING SHEET. 70 OF. % *Joh MK.CALCULATIONS \\? W'rj?i>J - n IZ5.11 ftb$, ISA'5- JOB DATE OSDC4 1-7.1- BY I ,CH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 71 SHEET.OF. APPLICANT APPiir^fToo(K OS D- iw ^ i- O CO \J -J—o o o § CO w 5 Q g £ < O S?«° |g| §^1^ o O LU o I J