REQUEST FOR QUOTES FOR INSTALLATION OF TWO FIRE …

REQUEST FOR QUOTES

FOR

INSTALLATION OF TWO FIRE SPRINKLER SYSTEMS IN WATER

AND WASTEWATER MAINTENANCE BUILDINGS

FOR

HELENDALE COMMUNITY SERVICES DISTRICT

January 7, 2021 26540 Vista Rd. , Suite B. Helendale, Ca 92342

Mailing Address: P.O. Box 359 Helendale, Ca 92342 Phone: (760) 951-0006 Fax : (760) 951-0046 Email: [email protected]

NOTICE INVITING BIDS A. RECEIPT OF BIDS. Faxed or E-mailed Bids will be received at the office of the Helendale Community Services District, OWNER of the WORK, located at 26540 Vista Road, Suite B., P.O. Box 359, Helendale, CA 92342, until 5:30 pm on January 28, 2020 for the Fire Sprinkler Systems for the Water and Wastewater Maintenance Buildings. Any Bids received after the specified time and date will not be considered. B. COMPLETION OF WORK. The WORK must be completed in coordination with Building Contractor by mutual agreement with the OWNER. C. DESCRIPTION OF WORK. The work to be performed includes the design, approval and installation of fire sprinkler systems compliant with current regulatory mandates, including furnishing of all labor, materials, and equipment. This is a prevailing wage job. D. SITE OF WORK. The work sites are located in Helendale within San Bernardino County, CA. E. OBTAINING CONTRACT DOCUMENTS. A sample of Contract documents is posted on the District’s website at www.helendalecsd.org. F. PERFORMANCE AND PAYMENT BONDS. The successful bidder will be required to furnish, prior to award of the Contract, a Performance Bond in the amount of one hundred percent (100%) of the Total Bid Price, and a Payment (Material and Labor) Bond in the amount of one hundred percent (100%) of the Total Bid Price, on the forms provided and in the manner described in the Contract Documents. G. CONTRACTOR’S LICENSE CLASSIFICATION. In accordance with the provisions of California Public Contract Code Section 3300, the OWNER has determined that the CONTRACTOR and/or SUB CONTRACTOR shall possess a valid C-16 Contractor’s license at the time that the Contract is awarded. H. BIDS TO REMAIN OPEN. The bidder shall guarantee the Total Bid Price for a period of 30 calendar days from the date of bid opening. I. CALIFORNIA WAGE RATE REQUIREMENTS. In accordance with the provisions of California Labor Code Sections 1770, 17733, 1773.1, 1773.6 and 1773.7 as amended, the Director of the Department of Industrial Relations has determined the general prevailing rate of per diem wages in accordance with the standards set forth I Section 1773 for the locality in which the WORK is to be performed. A copy of said wage rates is on file at the office of the OWNER. It shall be mandatory upon the CONTRACTOR to whom the WORK is awarded and upon any subcontractor under the contractor to pay not less than said specified rates to all workmen employed by them in the execution of the WORK. J. PROJECT ADMINISTRATION. All communications relative to this WORK shall be directed via E-Mail or fax to the General Manager prior to opening of the Bids.

Kimberly Cox [email protected] Fax: (760) 951-0046

L. OWNER’S RIGHTS RESERVED. The OWNER reserves the right to reject any or all bids, to waive any informality in a bid, and to make awards to the lowest responsive, responsible bidder as it may best serve the interest of the OWNER.

Date: January 7, 2021

Owner: HELENDALE COMMUNITY SERVICES DISTRICT

By:

Kimberly Cox, General Manager

– END OF NOTICE INVITING BIDS –

http://www.helendalecsd.org/

JOBNO

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BUILDERS PO#

VP BUILDINGSVARCO PRUDEN

DATE

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PAGE

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FILENAME

VP Buildings 3200 Players Club Circle Memphis TN 38125

Codes and Loads

Standard Erection DetailsSpecial DrawingsCoveringSecondary StructuralPrimary StructuralAnchor Rod Plan

Cover SheetPAGESDRAWING TITLE

DRAWING INDEXDESCRIPTIONDATETYPE

DRAWING RELEASE HISTORY

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS ANDFLANGE BRACES.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLEREGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION.SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINETHE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION ORCONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

REVERSALS ON CONNECTIONS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREEOF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLYRUSTED SURFACES ARE ACCEPTABLE.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE INERECTION DRAWING DETAILS.

HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 50

3 PLATE WELDED SECTIONSCOLD FORMED LIGHT GAGE SHAPESBRACE RODSHOT ROLLED MILL SHAPES

CLADDING A653, A792

A36, A529, A572, A588, A992A572, A510A653, A1011A529, A572, A1011, A1018 GRADE 55

GRADE 60GRADE 50GRADE 36 OR 50

GRADE 50 OR GRADE 80

ASTM DESIGNATION

GENERAL NOTESMATERIALS

HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS

HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE BR

a division of BlueScope Buildings North America, Inc.



THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VPBUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THEAPPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALLNOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTENAPPROVAL OF VP BUILDINGS.


THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITYWORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THISDRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPERERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.



THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VPAND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THEVP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGNOF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TOANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP.

Planograph Details

Notes

D

INSPECTION AND TESTING




SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION (AHJ) DURING CONSTRUCTION AND/ORSTEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT. WHEN REQUIRED, THE OWNERSHALL EMPLOY A QUALITY ASSURANCE AGENCY (QAA) APPROVED BY THE AHJ. THE BUILDER IS RESPONSIBLE TOCOORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES. THE TYPE AND EXTENT OF SPECIAL INSPECTIONSAND NDT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIALINSPECTIONS AND/OR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IASAC472 ACCREDITATION.

COVER SHEETMWC Group

Helendale, California

Helendale - Bldg 1

1/5/2021

1

HELENDALE Bldg 1.2021-01-052020.4b

16:08:461/5/2021

Preliminary - For Review 1/5/2021

ShapeSnow Buildup

Surface Description X Location Y Location MagnitudeBldg 1 Roof: A Unbalanced Snow Load 1, Shifted Left : Roof: A 0.0 ft 6.0 ft 8.3 psf

0.0 ft 0.0 ft 8.3 psf120.0 ft 0.0 ft 8.3 psf120.0 ft 6.0 ft 8.3 psf

Bldg 1 Roof: B Unbalanced Snow Load 1, Shifted Right : Roof: B 0.0 ft 6.0 ft 8.3 psf0.0 ft 0.0 ft 8.3 psf120.0 ft 0.0 ft 8.3 psf120.0 ft 6.0 ft 8.3 psf

Bldg 1 Roof: C Snow Drift (from Wall 3, Shape Bldg 1) : Roof: C 60.0 ft 0.0 ft 39.2 psf30.0 ft 0.0 ft 39.2 psf30.0 ft 10.7 ft 0.0 psf60.0 ft 10.7 ft 0.0 psf


1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow.2. The X and Y Location dimensions are from the point of origin of each surface.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS,Codes and Loads

HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THANINDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.City: Helendale County: San Bernardino State: California Country: United States

Building Code: CBCBuilding Code

Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)

Collateral Gravity:5.00 psfDead and Collateral Loads

Collateral Uplift: 0.00 psf

Wind LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mphThe 'Envelope Procedure' is UsedPrimaries Wind Exposure: C - Kz: 0.918Parts Wind Exposure Factor: 0.918Wind Enclosure: EnclosedTopographic Factor: Kzt: 1.0000Ground Elevation Factor: Ke: 1.0000

NOT Windborne Debris RegionBase Elevation: 0/0/0Site Elevation: 0.0 ftPrimary Zone Strip Width: 2a: 12/0/0Parts / Portions Zone Strip Width: a: 6/0/0Basic Wind Pressure: q: 18.41, (Parts) 18.41 psf

Roof Covering + Second. Dead Load: VariesMaterial Dead Weight

Frame Weight (assumed for seismic):2.50 psf

Snow LoadGround Snow Load: pg: 5.00 psfFlat Roof Snow: pf: 3.15 psfDesign Snow (Sloped): ps: 2.71 psfRain Surcharge: 0.00Specified Minimum Roof Snow: 5.00 psf (Code)Exposure Factor: 1 Fully Exposed - Ce: 0.90Snow Importance: Is: 1.000Thermal Factor: Heated - Ct: 1.00Ground / Roof Conversion: 0.70Unobstructed, Slippery

Roof Live Load: 20.00 psf ReducibleRoof Live Load

Seismic LoadLateral Force Resisting Systems using Equivalent Force ProcedureMapped MCE Acceleration: Ss: 94.30 %gMapped MCE Acceleration: S1: 36.90 %gSite Class: Stiff soil (D) - DefaultSeismic Importance: Ie: 1.000Design Acceleration Parameter: Sds: 0.7544Design Acceleration Parameter: Sd1: 0.4750Seismic Design Category: DSeismic Snow Load: 0.00 psf% Snow Used in Seismic: 0.00Diaphragm Condition: FlexibleFundamental Period Height Used: 21/9/0

Transverse Direction ParametersOrdinary Steel Moment FramesRedundancy Factor: Rho: 1.30Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155 x W

Longitudinal Direction ParametersOrdinary Steel Moment FramesRedundancy Factor: Rho: 1.30Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155 x W

Roof: ABldg 1

X

Y

Roof: BBldg 1

X

Y

Roof: CBldg 1

X

Y

VPC VERSION:FILENAME:

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DATEREV BY DESCRIPTION


VP Buildings3200 Players Club Circle Memphis TN 38125

A BlueScope Steel Company


THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASEORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VPBUILDINGS.

THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASEORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VPBUILDINGS.THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOODQUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, ANDINDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OFTEMPORARY BRACING.


THE VP ENGINEER'S SEAL APPLIES ONLY TO THEWORK PRODUCT OF VP AND DESIGN ANDPERFORMANCE REQUIREMENTS SPECIFIED BYVP. THE VP ENGINEER'S SEAL DOES NOT APPLYTO THE PERFORMANCE OR DESIGN OF ANYOTHER PRODUCT OR COMPONENT FURNISHEDBY VP EXCEPT TO ANY DESIGN ORPERFORMANCE REQUIREMENTS SPECIFIED BYVP.

D CODES AND LOADS

MWC Group

Helendale, CaliforniaHelendale - Bldg 1

1/5/2021

2HELENDALE Bldg 1.2021-01-05

2020.4bNTS16:08:461/5/2021

BUILDER/CONTRACTOR RESPONSIBILITIES

VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice.

PANELS

Oil canning is an inherent characteristic of cold formed steel panels. It is the result of severalfactors that include induced stresses in the raw material delivered to VP, fabrication methods,installation procedures, and post installation thermal forces. Thru fastened panels will exhibit somedimpling when installed, especially when insulation is installed between panels and secondarysupports. Dimpling can be minimized by careful installation, taking care not to over drive fasteners.

springing back into place. All panels experience this action to some degree, especially withconcealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layerof blanket insulation between the panels and any hard support surface such as steel secondarymembers, substrates such as plywood, steel decking, or rigid board insulation. A minimum of3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates.

Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightnessof the panels and is not grounds for rejection of panels.

RAIN WATER RUNOFF

Drainage systems must be designed by the project professional to comply with code requirements.VP is not responsible for drainage designs, overflow scuppers, down piping, etc. The projectprofessional and contractor are responsible to ensure that primary drains and overflow devicessuch as scuppers and auxiliary drains are provided as required for the required rain intensity at

Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then

the building perimeter and at valley conditions to prevent ponding.

However, it is imperative that installed Standing Seam panels be secured to the secondaryThe Standing Seam joint detail is designed with an interlocking feature for ease of installation.

structural members and properly seamed prior to departure from the job site each day.

SKYLIGHTS

Local building departments may require added fall restraint due to conditions that may affect theskylight structural integrity. It is the responsibility of the builder to determine and provide anyadded fall restraint under the skylight as may be required by your building department.

STEEL SHOP COAT

The purpose of VP's shop coat is to provide protection for the steel members duringtransportation, during temporary job site storage and during erection. Standard shop formulationis not designed to perform as a finish coat when exposed to environmental conditions. Membersshall be kept free of the ground and properly drained during job site storage. It is the Builder'sresponsibility to ensure that if a finish coat is being applied over VP shop coat that thepainting contractor verifies compatibility between his finish coat and VP's shop coat.

VP Buildings standard product specifications, design, fabrication, quality criteria shall govern all workunless stipulated otherwise in the contract documents. In case of discrepancies betweenVP Buildings structural plans and plans for other trades, VP Buildings structural plans shall govern.

It is the responsibility of the Builder to obtain approvals and permits from all governing agencies andjurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VPinterpretation of the contract purchase order. Unless specific design criteria concerning interfacedesign and details are furnished as part of the contract, VP Buildings design assumptions shall govern.

CONSTRUCTION & ERECTION RESPONSIBILITY

The Builder is responsible for construction in strict accordance with VP Buildings "FOR CONSTRUCTION"drawings and all applicable product installation guides. VP is not responsible for work done from anyother VP drawings that are not marked "FOR CONSTRUCTION", nor any drawings prepared by others.

As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice(in Canada - CSA S16), which require L/500 tolerance of installed members. Occasionalfield work including shimming, cutting, coping, and drilling for final fit-up are considered part oferection. Specified field work and field welding conditions indicated on these drawings shallalso be included in the erectors scope of work. See Erection Guide for shimming procedure.For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance.

The building erector shall be properly licensed and experienced in erecting metal building systems.The Builder is responsible for having knowledge of, and shall comply with, all OSHA requirementsand all other governing site safety criteria. The builder is responsible for designing, supplying,locating and installing temporary supports and bracing during erection of the building. VPbracing is designed for code required loads after building completion and shall not be consideredas adequate erection bracing. See Erection Guide.

EXISTING STRUCTURES

BRACING

Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must betaken while tightening brace rods so as not to cause accidental or misalignment of components.All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. Forlong or heavy rods, or angles it may be necessary to support the rods at mid-bay by suspendingthem from secondary members.

Bracing for seismic or wind loading of objects or equipment that are not a part of the VPstructure must be designed by a qualified professional to deliver lateral loads to primary framesand rod bracing struts. Equipment bracing and suspension connections must not impose torsionor minor axis loads, or cause local distortion in any VP components. VP accepts noresponsibility for design or installation of bracing systems not furnished by VP.

FIELD WELDING

All field welding shall be done at the direction of a design professional, and done in accordancewith governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform thewelding as directed by the applicable welding procedure specification (WPS). A WPS shall beprepared by the contractor for each welding variation specified. The contractor is responsible forany special welding inspection as required by local jurisdiction. Filler metal shall be70 ksi (480 MPa) tensile strength. For welds in high seismic force resisting system(Seismic Cat D, E or F), minimum Charpy V-Notch toughness shall meet AISC-341 criteria(20 ft-lbs min @ 0Deg F). Interpass temperatures shall not exceed 550Deg F (300Deg C).

DELIVERIES

It is the responsibility of the builder to have adequate equipment available at the job site tounload trucks in a safe and timely manner. The Builder will be responsible for all retentioncharges from carriers as a result of job site unloading delays.

Claims for damage or shorts MUST be noted on the Bill-of-Lading or deliveryreceipt and filed against the carrier by the consignee as per VP's Terms of Sales (F.O.B. Plant)under the Uniform Commercial Code. It is critical that damages or shorts be noted on theBill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material,material quantities are verified by the Builder against quantities billed on the shipping document.Neither the Manufacturer nor the carrier is responsible for material shortages against quantitiesbilled on the shipping document if such shortages are not noted on the shipping documents upondelivery of material and acknowledged by the carriers agent. For materials concealed in bundles,boxes, or crates, shortages must be reported immediately upon unpacking. Should products getwet, bundled and crated materials must be unpacked and unbundled immediately to providedrainage of trapped moisture. See Erection Guide for proper job site storage procedure.

SEALANTS

Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised.Sealant must be applied in temperatures and weather conditions consistent with labeling.

INDEPENDENT MEZZANINES

Independent mezzanines must be designed by a professional engineer. The engineer must ensurethat proper isolation from the VP building has been provided to avoid structural damage due todifferential movements, or inadvertently apply loads to the VP structure. VP accepts noresponsibility for the design of the independent mezzanine.

FIRE CODE COMPLIANCE

It is the responsibility of the project design professional and builder to comply with local fire coderegulations including consideration of, but not limited to, building use and occupancy, all buildingconstruction materials, separation requirements, egress requirements, fire protection systems, etc.Builder shall advise VP of any special requirements to be furnished by VP.

FIELD MODIFICATIONS

Modifications to this building from details and instructions contained on these drawings must beapproved in writing by VP Buildings engineers, or other licensed structural engineer. This includes,but is not limited to, removal of roof or wall cladding, removing or moving any flange braces orrod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc.The owner shall not impose loads to this structure beyond what is specified for this building inthe contract documents. VP Buildings accepts no responsibility for the consequences of anyunauthorized additions, alterations, or added loads to this structure.

If the builder intends to invoice VP Buildings for modifications in excess of $1000, The buildermust notify VP Buildings immediately, and obtain a Work Authorization from VP Buildings prior toproceeding. All final claims must be submitted to VP Buildings with all supporting documentationwithin 30 days of the building completion. Claims submitted without work authorizations, or after30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderateamount of reaming, drilling, chipping / cutting and minor welding are considered by Code ofStandard Practice to be part of erection are not subject to claim reimbursement.

CONCRETE/MASONRY/CONVENTIONAL STUD WALLS

The engineer responsible for the design of the wall system is responsible for coordinating with, orspecifying to VP Buildings, any wall to steel compatibility issues such as drift and deflectioncompatibility, special base details, and wall to VP steel connections. All fasteners, sealant andcounter flashing of wall systems are to be provided by contractor. The engineer responsible forthe wall shall design the anchorage to VP supporting elements consistent with Code required forces.

Dade Co. Product Approval (www.miamidade.gov/buildingcode)Approved Products Listed Under Varco Pruden Buildings, Inc.

Underwriter's Laboratory Approvals (Available only when specified in contract)SSR Roof-UL#TGKX-113; SSR Composite Roof Class 90-UL#TGKX-113A;SSR Roof w/Super Block; Class 90-UL#TGKX-328;Panel Rib Roof UL Class 60-UL#TGKX-60; Panel Rib Roof UL Class 90-UL#TGKX-64;VP SLR II Roof Class 90-UL#TGKX-90, -180, -435, -435A, -176, -238, -238A, -238B

Factory Mutual Approved Assemblies (Available only when specified in contract)SSR Roof Systems are approved in various type applications and listed in FM Approval Guide.24 Ga SSR (0.0227" Nominal), is available in Class 1-60, 1-75, 1-90. 22Ga SSR (0.0277"Nominal), is available in Class 1-75, 1-90-, 1-120.

ICC Evaluation Reports (www.icc-es.org)SSR Roof System - #ESR-2527

SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide.24 Ga SLR II (0.0227" Nominal), is available in Class 1-75 and 1-120.

State of Florida Product Approvals (www.floridabuilding.org)

VP TextureClad - See Transamerican Structuroc, Inc.

VP TextureClad - See Transamerican Structuroc, Inc.Approved Products Listed Under VP Buildings, Inc.

(www.cwbgroup.org)Canadian CSA A660 Certifications

Listed under BlueScope Buildings North America, Inc.IAS AC472 Approvals: (www.iasonline.org/services/metal-building-inspection)

Fabricator Approvals

MO#E-2010007736; NC#F-0998; OK#CA4170PE; SD#C-1787; TX#F4828; WV#C03059-00;

Engineering Certifications of AuthorizationUSA--AR#576; FL#30427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592;

CAN--AB#P08900; NS#30123; ON#100148796; and YT#PP134

VP BUILDINGS ACCREDITATIONS AND APPROVALS

City of Los Angeles, CA #FB00031; City of Houston, TX 767 & 429;City of Phoenix, AZ C19-02008; Clark County, NV 43 & 833, San Bernardino County, CA 289

Listed under BlueScope Buildings North America, Inc.

Listed under Varco Pruden Buildings, a Division of BlueScope Buildings North America, Inc.IAS AC472 Approvals: (www.iasonline.org/services/metal-building-inspection)

Design Approvals

SIGNAGE

The Builder is responsible for furnishing signs as required by Code and the Building Department,including but not limited to, exits, occupancy limits, floor loading limits, and bulk storage limits.Floor loading signs shall clearly indicate maximum floor live load permitted.Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the typeof commodity stored and the maximum storage height. Signs shall be clearly visible whenbuilding is fully loaded to design level. Overloading of floors or walls may result in failure.

State of Utah, City of Richmond, CA.

VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineeringsupply sealed engineering design data and drawings for VP supplied material as part of the overallproject for use by others to obtain permits, approvals, and coordinate with other trades. All interfaceand/or compatibility of any materials not furnished by VP are to be considered and coordinated bythe builder or A/E firm.

VP must be advised of any structure that is within 20 ft. of VP's building. Load effects fromsnow drifting, wind effects, and seismic separation must be considered for both the new andexisting structures. VP has designed the new VP building for these effects. The owner/builder areresponsible for employing a Professional Engineer to review and verify the existing structure for allload effects from the adjacent VP building.


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D ERECTION NOTES

MWC Group


1/5/2021


2020.4bNTS16:08:471/5/2021

1 1'-0"Dimension Key

2 3'-4 1/2" J=8.503 3'-0"4 4'-0"5 1'-7 1/2"


2 3'-4 1/2" J=8.503 3'-0"4 4'-0"5 1'-7 1/2"

<*>

60'-0"

120'-0"

18'-0"

24'-0"

18'-0"

D1D1

30'-0"

30'-0"

14'-7 1/2"

2

1 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1

6'-0" 2 11'-7 1/2" 3 16'-0"J=8.50

5'-0" 4 16'-0"J=8.50

4 4 16'-0"J=8.50

4 5 2 22'-0"

D2

D2

D3

D3

D4

D4

D4

D4

D4

D4

D4

D4

D4

D4

D5

D6 D6

60'-0"

20'-0"

129'-0"

29'-0"

1

D2

D7

D2

D8

D8

ANCHOR ROD PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


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D ANCHOR ROD PLAN

MWC Group


1/5/2021


2020.4bNTS

<*> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER.

Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)

16:08:481/5/2021

D1 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=1'-11"Dim: A=11 1/2" B=1'-1"Gage=5" Pitch=5" Edge Out=4"Elev.=100'-0"

D2 (2)3/4" Dia. GR36 Anchor RodsPlate W=8" L=8 1/2"Dim: A=11"Elev.=100'-0"


D4 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=1'-1"Dim: A=1'-0"Elev.=100'-0"

D5 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=11"Dim: A=1'-0"Elev.=100'-0"



D8 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=11"Dim: A=11 1/2" B=1'-1"Gage=5" Pitch=5" Edge Out=4"Elev.=100'-0"


JOBNO

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D ANCHOR ROD PLAN - DETAILS

MWC Group


1/5/2021


2020.4bNTS16:08:491/5/2021


PartBracing Part Schedule

Qty Length Detail03RS2608 4 26'-8" BR01G205RS3008 4 30'-8" BR01G203RS3502 1 35'-2" BR01G203RS3407 1 34'-7" BR01G2

03RS2608

03RS26

08

05RS3008

05RS3008

03RS2608

03RS26

08

05RS3008

05RS3008

03RS3502

03RS3407

60'-0"

120'-0"

18'-0"

24'-0"

18'-0"

CX007RBX016CX007

30'-0"

30'-0"

1 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1

DCC001

RBX001

RBX001

DCC001

DCC002

DCC002

CX001

RBX002

RBX003

CX001

CX002

RBX004

RBX005

CX002

CX002

RBX006

RBX007

CX002

CX003

RBX008

RBX009

CX003

CX004

RBX010

RBX011

RBX012

CX005

EPX001

CX008 RBX017 CX009

60'-0"

20'-0"

129'-0"

29'-0"

1

DCC003

RBX013

CX006

RBX014

DCC003

RBX015

CX010

RBX018

CX010

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL

PRIMARY AND ROOF BRACING PLAN


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D PRIMARY AND ROOF BRACING PLAN

MWC Group


1/5/2021


2020.4bNTS

1. USE 1/2 X 1 1/2 A325T BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE.2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER.

Shape Name = Bldg 1

16:08:501/5/2021

PartFrame Member Schedule

Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX007 1 6.0000 .3125 .1345 1'-10" 1'-10" 17'-2 3/4" 449#RBX016 2-3 6.0000 .3125 .1345 1'-5" 1'-5" 18'-11 3/8" 431#CX007 4 6.0000 .3125 .1345 1'-10" 1'-10" 17'-2 3/4" 449#

IdBolt Connection & Plate Schedule

Qty Grade Bolt Bolt Plate Rows Rows PartNoDia. Length Thick. Out In

A 12 A325 7/8" 3 1/2" 5/8" 3 3 0097380

1 8"Dimension Key

2 1'-0 1/2"

Horiz. Clearance between members 1(CX007) and 4(CX007): 19'-0"Frame Clearances

Vert. Clearance at member 1(CX007): 15'-6 5/8"Vert. Clearance at member 4(CX007): 15'-6 5/8"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)

24'-0"

11 22'-8"

4 3

PORTAL FRAME ELEVATION ALONG A

1

HFB3060

1

HFB3060

CX007

RBX016

CX007

AA

17'-2 3/4"

2


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D PORTAL FRAME ELEVATION ALONG A

MWC Group


1/5/2021


2020.4bNTS


Shape Name = Bldg 1 Wall 2, Frame 3

16:08:521/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.Weight DetailDCC001 1 5.2500 .0600 [email protected] 8 1/2" 8 1/2" 16'-5 11/16" 111#RBX001 2-5 5.0000 .1345 .1345 9" 9" 30'-10 3/4" 285#RBX001 6-9 5.0000 .1345 .1345 9" 9" 30'-10 3/4" 285#DCC001 10 5.2500 .0600 [email protected] 8 1/2" 8 1/2" 16'-5 11/16" 111#DCC002 11 5.2500 .0680 [email protected] 8 1/2" 8 1/2" 20'-9 7/16" 155# BR25CADCC002 12 5.2500 .0680 [email protected] 8 1/2" 8 1/2" 20'-9 7/16" 155# BR25CA



A 6 A325 1/2" 1 1/2" 1/4" 1 2 49080B 4 A325 1/2" 1 1/2" - - - 49080<S> - (2) Washers (095872) req'd at Flange Brace to Secondary.

1 8 1/2"Dimension Key

2 1'-8 1/8"3 4'-6"4 2 @ 4'-10 1/2"5 25'-6" Ridge Ht.

Horiz. Clearance between members 1(DCC001) and 10(DCC001): 57'-2"Frame Clearances


18'-0" 24'-0" 18'-0"

E

BL

A

BL

CL

D

CL

B

60'-0"

FRAME CROSS SECTION AT FRAME LINE(S) 1

GCW1

GCW1

1

7'-6"

5'-0"

5'-6"

GC183120

GC183120

GFB2033

GFB2033<S>

GFB2033<S>

GFB2033

2

3

3 @ 5'-0

"

4

GC183120

GC183120

GFB2033

GFB2033<S>

GFB2033<S>

GFB2033

2

3

3 @ 5'-0"

4

GCW1

GCW1

1

7'-6"

5'-0"

5'-6"

18'-0"

5

RCB5

GCW1

GCW1

GCW1

RCB5

GCW1

GCW1

GCW1

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

DCC001

RBX001

RBX001

DCC001

DCC002

DCC002

A

B

B

B

B


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D FRAME CROSS SECTION AT FRAME LINE(S) 1

MWC Group


1/5/2021


2020.4bNTS



16:08:531/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX001 1 5.0000 .2500 .1345 1'-0" 2'-2" 15'-10" 301#RBX002 2 5.0000 .2500 .1345 2'-1" 11" 30'-10 3/4" 498#

3 5.0000 .1875 .1345 11" 1'-4"RBX003 4 5.0000 .1875 .1345 1'-4" 1'-0" 30'-10 3/4" 503#

5 5.0000 .2500 .1345 1'-0" 2'-1"CX001 6 5.0000 .2500 .1345 1'-0" 2'-2" 15'-10" 301#



A 12 A325 3/4" 2 1/2" 3/8" 4 2 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.


Vert. Clearance at member 1(CX001): 15'-10"Vert. Clearance at member 6(CX001): 15'-10"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)

E

BL

A

BL60'-0"


1

GFB2081

(2)GFB3000

7'-6"

5'-0"

4'-9"

2

ESBSB

(2)GFB3000

GFB2050

GFB2050

GFB2063

3

4

3 @ 5'-0

"

5

ESBSB

GFB2063

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB3000

7'-6"

5'-0"

5'-6"

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX001

RBX002

RBX003

CX001

A

B

A


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MWC Group


1/5/2021


2020.4bNTS



16:08:551/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX002 1 5.0000 .3125 .1345 1'-0" 1'-11" 15'-6" 319#RBX004 2 5.0000 .2500 .1345 2'-4" 1'-1" 30'-10 3/4" 530#

3 5.0000 .1875 .1345 1'-1" 1'-0"RBX005 4 5.0000 .1875 .1345 1'-0" 1'-1" 30'-10 3/4" 529#

5 5.0000 .2500 .1345 1'-1" 2'-4"CX002 6 5.0000 .3125 .1345 1'-0" 1'-11" 15'-6" 319#



A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

EAP1

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

3

4

3 @ 5'-0

"

5

EAP1

ESBSB

GFB2050

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB2097

7'-6"

5'-0"

5'-6"

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX002

RBX004

RBX005

CX002

A

B

A


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MWC Group


1/5/2021


2020.4bNTS



16:08:571/5/2021



3 5.0000 .1875 .1345 1'-1" 1'-0"RBX007 4 5.0000 .1875 .1345 1'-0" 1'-1" 30'-10 3/4" 529#

5 5.0000 .2500 .1345 1'-1" 2'-4"CX002 6 5.0000 .3125 .1345 1'-0" 1'-11" 15'-6" 319#



A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

EAP1

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

3

4

3 @ 5'-0

"

5

EAP1

ESBSB

GFB2050

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB2097

7'-6"

5'-0"

5'-6"

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX002

RBX006

RBX007

CX002

A

B

A


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MWC Group


1/5/2021


2020.4bNTS



16:08:581/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX003 1 5.0000 .3125 .1345 1'-0" 2'-0" 15'-11 7/16" 332#RBX008 2 5.0000 .3125 .1345 1'-11" 1'-0" 30'-10 3/4" 513#

3 5.0000 .1875 .1345 1'-0" 10"RBX009 4 5.0000 .1875 .1345 10" 1'-0" 30'-10 3/4" 511#

5 5.0000 .3125 .1345 1'-0" 1'-11"CX003 6 5.0000 .3125 .1345 1'-0" 2'-0" 15'-11 7/16" 332#



A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284B 6 A325 3/4" 2 1/2" 3/8" 1 2 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

ESBSB

(2)GFB2097

GFB2050

GFB2050

GFB2037

3

4

3 @ 5'-0

"

5

EAP1

ESBSB

GFB2037

GFB2050

GFB2081

(2)GFB2097

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB2097

7'-6"

5'-0"

5'-6"

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX003

RBX008

RBX009

CX003

A

B

A


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MWC Group


1/5/2021


2020.4bNTS



16:09:001/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.Weight DetailCX004 1 5.0000 .1345 .1345 1'-0" 1'-2" 16'-6 3/16" 200#RBX010 2 5.0000 .1345 .1644 1'-2" 11" 20'-10 13/16" 259#

3 5.0000 .1345 .1644 11" 11"RBX011 4 6.0000 .2500 .1875 11" 3'-2 9/16" 20'-0" 529#

5 6.0000 .2500 .1875 3'-2 9/16" 11"RBX012 6 5.0000 .1345 .1644 11" 11" 20'-10 13/16" 259#

7 5.0000 .1345 .1644 11" 1'-2"CX005 8 5.0000 .1345 .1345 1'-0" 1'-2" 16'-6 3/16" 200#EPX001 9 5.0000 .1875 .1644 10" 10" 21'-5 7/16" 277# BR25CA



A 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284B 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284C 4 A325 1/2" 1 1/2" 3/8" 1 1 49080


2 1'-8 1/8"3 4'-6"4 2 @ 4'-10 1/2"5 25'-6" Ridge Ht.


Vert. Clearance at member 1(CX004): 16'-6 3/16"Vert. Clearance at member 8(CX005): 16'-6 3/16"Vert. Clearance at member 9(EPX001): 21'-5 7/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)

30'-0" 30'-0"

E

BL

A

BL

CL

C

60'-0"


GC171120

1

GFB2050

7'-6"

5'-0"

5'-6"

GC184120

GFB2050

GFB2050

GFB2050

HFB4064*

2

3

3 @ 5'-0

"

4

GC184120

EAP2

HFB4064*

GFB2050

GFB2050

GFB2050

2

3

3 @ 5'-0"

4

GC171120

1

GFB2050

7'-6"

5'-0"

5'-6"

GFB or HFB with * must use bearing plate JCP051140 (see Detail BR25DH)

18'-0"

5

(2)GFB2037

(2)GFB2037

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX004

RBX010

RBX011

RBX012

CX005

EPX001

A

B B

A

C


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MWC Group


1/5/2021


2020.4bNTS



16:09:011/5/2021





A 12 A325 7/8" 3 1/2" 5/8" 3 3 0097380

1 8"Dimension Key

2 1'-0 1/2"



24'-0"

11 22'-8"

3 4

PORTAL FRAME ELEVATION ALONG E

1

HFB4106

1

HFB4106

CX008

RBX017

CX009

AA

17'-2 3/4"

2


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D PORTAL FRAME ELEVATION ALONG E

MWC Group


1/5/2021


2020.4bNTS



16:09:031/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightDCC003 1 5.2500 .0600 [email protected] 8 1/2" 8 1/2" 8'-3 5/8" 60#RBX013 2-3 5.0000 .1345 .1644 11" 11" 21'-7" 243#



A 2 A325 1/2" 2" 3/8" 1 - 0097280B 4 A325 1/2" 1 1/2" - - - 49080


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)Frame Clearances

7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) E

1

GFB2043

GFB2043

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

DCC003

RBX013

A

B


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D FRAME CROSS SECTION AT FRAME LINE(S) E

MWC Group


1/5/2021


2020.4bNTS



16:09:041/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX006 1 5.0000 .1345 .1345 10" 10" 9'-7 13/16" 106#RBX014 2 5.0000 .1875 .1345 9" 1'-0" 19'-8" 254#

3 5.0000 .2500 .1345 1'-0" 9 1/8"



A 2 A325 1/2" 2" 3/8" 1 - 0097280


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Vert. Clearance at member 1(CX006): 9'-3 5/16"Frame Clearances


7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) C

1

ESBSB

(2)GFB2037

(2)GFB2037

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

CX006

RBX014A

A


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D FRAME CROSS SECTION AT FRAME LINE(S) C

MWC Group


1/5/2021


2020.4bNTS



16:09:061/5/2021





A 2 A325 1/2" 2" 3/8" 1 - 0097280B 4 A325 1/2" 1 1/2" - - - 49080


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"


7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) A

1

GFB2043

GFB2043

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

DCC003

RBX015

A

B


JOBNO

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D FRAME CROSS SECTION AT FRAME LINE(S) A

MWC Group


1/5/2021


2020.4bNTS



16:09:071/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX010 1 6.0000 .2500 .1345 10" 10" 9'-2 3/4" 153#RBX018 2-3 5.0000 .2500 .1345 9" 9" 25'-11 3/4" 340#CX010 4 6.0000 .2500 .1345 10" 10" 9'-2 3/4" 153#



A 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284

1 8"Dimension Key

2 1'-0 1/2"



29'-0"

11 27'-8"

E C

PORTAL FRAME ELEVATION ALONG 7

1

HFB3060

1

HFB3060

CX010

RBX018

CX010

AA

9'-2 3/4"

2


JOBNO

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D PORTAL FRAME ELEVATION ALONG 7

MWC Group


1/5/2021


2020.4bNTS



16:09:091/5/2021


JOBNO

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D PRIMARY BRACING SED'S

MWC Group


1/5/2021


2020.4bNTS


16:09:091/5/2021 SEDSheet

1 RCHB15Part Mark Key


MarkSecondary Part Schedule

Part Thick. Depth Lap DetailE12 00508ES2911414B03 0.0790 8 1/2" RS12PH,RS12PAE13 00608ES2911414B03 0.0790 8 1/2" RS12PH,RS12PAE19 00108ES2011417B03 0.0600 8 1/2" RS12PH,RS12PAE20 08E2311417DDB03 0.0600 8 1/2" RS12PE,RS12PAE21 00208ES2611417B03 0.0600 8 1/2" RS12PH,RS12PAE22 00308ES2611417B03 0.0600 8 1/2" RS12PF,RS12PEE23 00408ES2011417B03 0.0600 8 1/2" RS12PH,RS12PAP10 08Z3311413A5B0 0.0880 8 1/2" 3'-10 1/2" RS02T1,RS01T1P17 08Z3011415A5B0 0.0730 8 1/2" 3'-10 1/2" RS02T1,RS01T1P19 08Z2311417A4B0 0.0600 8 1/2" 2'-10 1/2" RS02T1,RS01T1P20 08Z271141733B0 0.0600 8 1/2" 1'-10 1/2" RS01T1P3 08Z291141744B0 0.0600 8 1/2" 2'-10 1/2" RS01T1P7 08Z291141644B0 0.0680 8 1/2" 2'-10 1/2" RS01T1P8 08Z3011416A5B0 0.0680 8 1/2" 3'-10 1/2" RS02T1,RS01T1P9 08Z3311411A5B0 0.1130 8 1/2" 3'-10 1/2" RS02T1,RS01T1

IdSecondary Bracing Schedule

Qty Mark No Spacing

1 48 PBA0503(Typ.) 4'-10 1/2"2 9 PBA0501 4'-8 5/8"See SED:BR09K5, BR09JG, BR09RY, BR09RZ, BR09K2

60'-0"

120'-0"

1 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1

2R1B1

P19(Typ.)

E192R1B2

P3(Typ.)

E202R1B3

P20(Typ.)

E202R1B4

P7(Typ.)

E202R1B5

P17

P8(Typ.)

P17

E21

11

1

11

1

1 1 1 1 1 1 1 1 1 1 1 1 1 1

2R2B1

P17

P8(Typ.)

P17

E222R2B2

P7(Typ.)

E202R2B3

P20(Typ.)

E202R2B4

P3(Typ.)

E202R2B5

P19(Typ.)

E23

11

1

11

1

11111111111111

60'-0"

20'-0"

129'-0"

29'-0"

1

2R3B1

P9

P10(Typ.) E12

2R3B2

P9

P10(Typ.)

E13

1 1

1 1

2

2

2

2

2

ROOF SECONDARY PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


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D ROOF SECONDARY PLAN

MWC Group


1/5/2021


2020.4bNTS

1. UNLESS NOTED, USE 1/2 X 1 1/2 A325T BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS.3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED.

Shape Name = Bldg 1, Shape = Bldg 1

16:09:111/5/2021


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D ROOF SECONDARY SED'S

MWC Group


1/5/2021


2020.4bNTS


16:09:111/5/2021 SEDSheet


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS


16:09:131/5/2021 SEDSheet

1 VCC07003090Part Mark Key

2 GFA106


Part Thick. Depth Lap DetailG1 08Z1802417Q100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,BRR052,WS02B3G3 08Z25114171100 0.0600 8 1/2" 10 1/2" BRR052,WS02B3G37 00108ZS090321700 0.0600 8 1/2" WS12KE,WS12A2,WS04C2,BRR052G38 00208ZS130731700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS02B3,WS04C2,BRR052G39 00308ZS130731700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS04C2,BRR052,WS02B3


Qty Length Detail03RU3101 2 31'-1" BR14E1,BR02K1

60'-0"

18'-0"

18'-0" 24'-0" 18'-0"

A

BL

E

BL

CL

D

CL

B

2W1B0

G37

1

1

2W1B0

G1(Typ.)

G38

2W1B1

G3(Typ.)1

1

2W1B2

G1(Typ.)

G39

7'-6"

3@5'-0"

2

2

2

2

03RU3101

03RU3101

SECONDARY ELEVATION AT 1


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D SECONDARY ELEVATION AT 1

MWC Group


1/5/2021


2020.4bNTS


Shape Name = Bldg 1, Wall = 1

16:09:151/5/2021

1 PG1Part Mark Key

2 H41 1'-0"

Dimension Key

2 3'-0"3 4'-0"


Part Thick. Depth Lap DetailG12 08Z2711417A100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,BRR052,WS01G3G13 08Z2111417A100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,BRR052,WS01G3G3 08Z25114171100 0.0600 8 1/2" 10 1/2" BRR052,WS01G3H4 00108JS0300017 0.0600 8 1/2" WS20F9J4 00208JS0702217 0.0600 8 1/2" WS20FB,WS20F9,WS20B2,WS20B8

120'-0"

18'-0"

1 26'-0" 24'-0" 24'-0" 24'-0" 20'-0" 1

6

BL

1

BL

CLCL

2

CL

3

CL

4

CL

5

CL

1 12

1 12

11

J4

11

J4

2W2B1

G12(Typ.)

2W2B2

G3(Typ.)

2W2B3

G3(Typ.)

2W2B4

G3(Typ.)

2W2B5

G13(Typ.)

7'-6"

5'-0"

5'-6"

8'-6" 2 15'-6"

32

SECONDARY ELEVATION AT A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D SECONDARY ELEVATION AT A

MWC Group


1/5/2021


2020.4bNTS



16:09:161/5/2021

1 VCC07003090Part Mark Key

2 H13 PG14 GFA106


2 2'-4"3 3'-4 1/2"


Part Thick. Depth Lap DetailG29 08Z3302417Q500 0.0600 8 1/2" 3'-10 1/2" WS12KE,WS12A2,BRR052,WS01G3G30(Flip) 08Z3011417D100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS01G3,BRR052G43 08Z3302416Q500 0.0680 8 1/2" 3'-10 1/2" WS12KE,WS12A2,WS01G3,BRR052G44 00408ZS240361700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS01G3,WS04C2,BRR052G45 00508ZS240361700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS04C2,BRR052,WS01G3H1 DHC0304417 0.0000 8 1/2" WS21D7J11 00308JS0702217 0.0600 8 1/2" WS20B2,WS20B8

60'-0"

18'-0"

30'-0" 30'-0"

E

BL

A

BL

CL

C

CL CL

C

CL

1

1

2W3B0

G43

G29

G30(Flip)

G44

2

1

33

J11

33

J11

1

2W3B1

G29(Typ.)

G30(Flip)

G45

7'-6"

5'-0"

12

14'-7 1/2" 3 12'-0"

7'-2 1/4"

4

4

4

4



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:171/5/2021

1 H1Part Mark Key

2 JTG13 PG1


2 3'-4 1/2"3 3'-0"4 4'-0"5 1'-7 1/2"6 1'-3"


Part Thick. Depth Lap DetailG16 08Z2311414DD00 0.0790 8 1/2" BRR052,WS01G2G46 00608ZS230841700 0.0600 8 1/2" WS12KE,WS12A2,WS20F2G47 00708ZS080541700 0.0600 8 1/2" BRR052,WS01G3,WS20F2G49 00808ZS070541700 0.0600 8 1/2" BRR052,WS01G3,WS20F2G50 00908ZS300841600 0.0680 8 1/2" WS12KE,WS12A2,BRR052,WS20F2G51 01008ZS300841500 0.0730 8 1/2" WS12KE,WS12A2,BRR052,WS20F2H1 DHC0304417 0.0000 8 1/2" WS21D7H5 00408JS1600017 0.0600 8 1/2" WS20F9J11 00308JS0702217 0.0600 8 1/2" WS20B2,WS20B8J12 00508JS1611217 0.0600 8 1/2" WS20F9,WS20F2,WS20B2,WS20B8

120'-0"

18'-0"

1 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1

1

BL

6

BL

CL CL

2

CL

3

CL

4

CL

5

CL

1

2

33

J11

33

J11

2

2W4B1

G46(Typ.)2 2

2 2

3 3H5

33

J12

33

J12

2W4B2

G47(Typ.)

G163 3

H5

33

J12

33

J12

2W4B3

G16

2 2

2 2

2W4B3

G49(Typ.)

3 3H5

33

J12

33

J12

2W4B4

G16

2

33

J11

33

J11

2

2W4B5

G50

G51

1

2W4B5

7'-6"

5'-0"

5'-6"

6'-0" 2 11'-7 1/2" 3 16'-0" 5'-0" 4 16'-0" 4 4 16'-0" 4 5 2 22'-0"

7'-2 1/4"

16'-0"

6

16'-0"

6

16'-0"

6

7'-2 1/4"

SECONDARY ELEVATION AT E


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D SECONDARY ELEVATION AT E

MWC Group


1/5/2021


2020.4bNTS



16:09:181/5/2021

60'-0"

15'-0"

60'-0"

A

BL

E

BL

Opening 2 Opening 4



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:191/5/2021

Open

20'-0"

10'-0"

15'-0"

7

BL

6

BLSECONDARY ELEVATION AT A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:211/5/2021


Open

60'-0"

10'-0"

1 29'-0" 29'-0" 1

E

BL

A

BL

CL CL

C

CL



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:221/5/2021

Open

20'-0"

15'-0"

10'-0"

6

BL

7

BLSECONDARY ELEVATION AT E


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:231/5/2021


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D WALL SECONDARY SED'S

MWC Group


1/5/2021


2020.4bNTS


16:09:231/5/2021 SEDSheet


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS


16:09:241/5/2021 SEDSheet

IdCovering Schedule

Qty Length Type Gage OP Fin. Color Direction#10 40 29'-10 1/2" R 26 1 K TD Left to Right#11 40 3'-8" P 26 3 K TD Left to Right#12 40 29'-10 1/2" R 26 1 K TD Right to Left#13 20 20'-8 5/8" R 26 1 K TD Left to RightOper. Code:1=SQ,SQOper. Code:3=SQ,SQFinish:K=KXL (Kynar)Color:TD=Standard Color

IdInsulation Schedule (Install in same direction as Covering)

Qty Type Start Run Last Run Thick. FacingBLK1 1 IC 32'-0" 6.00 PLBLK2 23 IC 32'-0" 32'-0" 6.00 PLBLK3 1 IC 64'-0" 6.00 PLBLK4 1 IC 32'-0" 6.00 PLBLK5 23 IC 32'-0" 32'-0" 6.00 PLBLK6 1 IC 64'-0" 6.00 PLBLK7 1 IC 32'-0" 6.00 PLBLK8 23 IC 32'-0" 32'-0" 6.00 PLBLK9 1 IC 32'-0" 6.00 PLBLK10 23 IC 32'-0" 32'-0" 6.00 PLBLK11 1 IC 23'-0" 6.00 PLBLK12 11 IC 23'-0" 23'-0" 6.00 PLBLK13 1 IC 23'-0" 6.00 PLBLK14 1 IC 23'-0" 6.00 PLBLK15 11 IC 23'-0" 23'-0" 6.00 PLBLK16 1 IC 23'-0" 6.00 PLStarter Width= 3'-0", Interm. Width= 5'-0", End Width= 4'-0"Location =Outside Secondary StructuralDirection =Across Secondary StructuralType:IC=Fiberglass BlanketFacing:PL=Polypropylene Scrim Kraft, Light Duty

IdTrim Schedule

Parts Color DetailsT1 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T2 PRC,SPC30 Cool Dark Bronze RC38C4T3 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T4 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T5 HCP0L,MCC1 Cool Dark Bronze RC50H3T6 HCP0R,MCC1 Cool Dark Bronze RC50H3

PartFastener Schedule

DescriptionRoof Stitch 7/8 SS(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer

QtyAccessory Schedule

Color Description Detail3 Bronze 3070 Door - Series 400 Knock Down Door3 Cool Arctic White 3070 PR/LR Flush Door Trim Kit (500/700 Series)12 Not Applicable Ins Tuf-Lite Kit 10'-4" Panel Rib Fire Rated (CC1) RA01B1,RA01B2,RA01B3

60'-0"

120'-0"

(40)#10

(40)#11

T1 T1

T2 T2

BLK1 (23)BLK2

BLK3

BLK4 (23)BLK5

BLK6

(40)#12

T3 T3

BLK7 (23)BLK8BLK9 (23)BLK10

60'-0"

20'-0"

(20)#13

T4

T4

T5

T6

BLK11

(11)BLK12

BLK13

BLK14

(11)BLK15

BLK16

ROOF COVERING PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D ROOF COVERING PLAN

MWC Group


1/5/2021


2020.4bNTS

1. PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS TO STRUCTURAL BEAMS2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE FIELD CUTTING, SEE THE COVERING SCHEDULE FOR CUT LENGTHS.4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION.


16:09:271/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Increment Direction#1 10 W 25'-1 3/8" 26 D K TD -9" Left to Right#2 10 W 25'-1 3/8" 26 C K TD -9" Right to LeftOper. Code:D=SQ,RTOper. Code:C=SQ,LFFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 (2.4)BA125,(6)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T2 CT20 Match Wall Color WC20A1T3 (4)RCL10,(2)RKF16 Cool Dark Bronze RC30E1,RS10R1


DescriptionRoof Struct 1 1/4 SS(T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/WasherRoof Stitch 7/8 SS(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer

60'-0"

18'-0"

A

BL

E

BL

25'-1 3/8"

24'-4 3/8"

23'-7 3/8"

22'-10 3/8"

22'-1 3/8"

21'-4 3/8"

20'-7 3/8"

19'-10 3/8"

19'-1 3/8"

18'-4 3/8"

(10)#1

25'-1 3/8"

24'-4 3/8"

23'-7 3/8"

22'-10 3/8"

22'-1 3/8"

21'-4 3/8"

20'-7 3/8"

19'-10 3/8"

19'-1 3/8"

18'-4 3/8"

(10)#2

T1

T2

T2

T3T3

COVERING ELEVATION AT 1


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D COVERING ELEVATION AT 1

MWC Group


1/5/2021


2020.4bNTS



16:09:291/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Direction#3 40 W 17'-11 3/4" 26 1 K TD Left to RightOper. Code:1=SQ,SQFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 (4.8)BA125,(12)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T2 DFT05,JT05 Cool Dark Bronze WC24A1T3 DFT05,HTS03 Cool Dark Bronze WC24A2T4 TDFH03 Cool Dark Bronze WC24A4T5 CT05 Match Wall Color WC20A1T6 (6)EG203,(12)PCA10B,(41)STR2 Cool Dark Bronze RC03B1,RC04B1,RC32B1,RC39A2,RC61B6,RCV324,

WC04G1,WC11F1T7 5CE75,(2)CP510,DN1,(4)DST1 Match Wall Color RC38P1



120'-0"

18'-0"

6

BL

1

BL

(40)#3

T1

T2

T2

T3

T4

T5

T6

T7

T7

T7

COVERING ELEVATION AT A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D COVERING ELEVATION AT A

MWC Group


1/5/2021


2020.4bNTS



16:09:301/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Increment Direction#4 10 W 9'-11 3/8" 26 D K TD -9" Left to Right#5 10 W 15'-1 1/2" 26 1 K TD Left to Right#6 10 W 9'-11 3/8" 26 C K TD -9" Right to Left#7 10 W 15'-1 1/2" 26 1 K TD Right to LeftOper. Code:D=SQ,RTOper. Code:1=SQ,SQOper. Code:C=SQ,LFFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 DFT10,JT07 Cool Dark Bronze WC24A1T2 DFT05,HTS05 Cool Dark Bronze WC24A2T3 (1.8)BA125,(5)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T4 (0.5)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T5 CT05 Match Wall Color WC20A1T6 (4)RCL10,(2)RKF16 Cool Dark Bronze RC30E1,RS10R1T7 (6)LTA10,(3)TA10,(6)WRF10B Match Roof Color WC54D1



1 3'-4 1/2"Dimension Key

60'-0"

18'-0"

E

BL

A

BL

9'-11 3/8"

9'-2 3/8"

8'-5 3/8"

7'-8 3/8"

6'-11 3/8"

6'-2 3/8"

5'-5 3/8"

4'-8 3/8"

3'-11 3/8"

3'-2 3/8"

(10)#4

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

(10)#5

9'-11 3/8"

9'-2 3/8"

8'-5 3/8"

7'-8 3/8"

6'-11 3/8"

6'-2 3/8"

5'-5 3/8"

4'-8 3/8"

3'-11 3/8"

3'-2 3/8"

(10)#6

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

(10)#7

T1

T1

T2

T3 T4

T5

T6 T6

T7

44'-7 1/2" 1 12'-0"



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:311/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Direction#8 27 W 17'-11 3/4" 26 1 K TD Left to Right#9 13 W 1'-11 1/4" 26 1 K TD Left to RightOper. Code:1=SQ,SQFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 DFT10,JT07 Cool Dark Bronze WC24A1T2 DFT05,HTS05 Cool Dark Bronze WC24A2T3 DFT12,DFT05,JT12,JT05 Cool Dark Bronze WC24A1T4 DFT12,DFT05,HTS14,HTS03 Cool Dark Bronze WC24A2T5 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T6 (0.6)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T7 (0.4)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T8 (0.3)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T9 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T10 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T11 (6)EG203,(12)PCA10B,(41)STR2 Cool Dark Bronze RC03B1,RC04B1,RC32B1,RC39A2,RC61B6,RCV324,





120'-0"

18'-0"

1

BL

6

BL

(8)#8

(5)#9

(4)#8

(4)#9

(4)#8

(4)#9

(11)#8

T1

T1

T1

T1

T2 T2

T3

T3

T3

T3

T3

T3

T4 T4 T4

T5 T6 T7 T8 T9 T10

T11T12

T12

T12

6'-0" 1 14'-7 1/2" 16'-0" 9'-0" 16'-0" 8'-0" 16'-0" 5'-7 1/2" 1 22'-0"

COVERING ELEVATION AT E


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D COVERING ELEVATION AT E

MWC Group


1/5/2021


2020.4bNTS



16:09:321/5/2021

60'-0"

15'-0"

A

BL

E

BL

Opening 2 Opening 4

30'-0" 30'-0"



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:331/5/2021

IdTrim Schedule

Parts Color DetailsT1 RKF16,RKF10,(3)STC10A Cool Dark Bronze RC30BQ,RS10R1

Open

20'-0"

10'-0"

15'-0"

7

BL

6

BL

T1



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:341/5/2021

IdTrim Schedule

Parts Color DetailsT1 (6)1SF23,(3)EG203,(21)STR2 Cool Dark Bronze RC03B1,RC04B1,RC39A2,RC61B6,RCV047,RCV324T2 5CE75,CP510,DN1,(2)DST1 Match Wall Color RC38P1

Open

60'-0"

10'-0"

E

BL

A

BL

T1

T2

T2



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:351/5/2021

IdTrim Schedule


Open

20'-0"

15'-0"

10'-0"

6

BL

7

BL

T1



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:09:371/5/2021


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D COVERING & TRIM SED'S

MWC Group


1/5/2021


2020.4bNTS16:09:451/5/2021 SEDSheet


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS16:09:461/5/2021 SEDSheet


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS16:09:481/5/2021 SEDSheet

JOBNO

LOCATION

CUSTOMER

BUILDER

PROJECT

BUILDERS PO#


DATE

DRAWN / CHECK

PAGE

VPC VERSION:

FILENAME

VP Buildings 3200 Players Club Circle Memphis TN 38125

Codes and Loads

Standard Erection DetailsSpecial DrawingsCoveringSecondary StructuralPrimary StructuralAnchor Rod Plan

Cover SheetPAGESDRAWING TITLE

DRAWING INDEXDESCRIPTIONDATETYPE

DRAWING RELEASE HISTORY

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS ANDFLANGE BRACES.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLEREGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION.SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINETHE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION ORCONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

REVERSALS ON CONNECTIONS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREEOF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLYRUSTED SURFACES ARE ACCEPTABLE.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE INERECTION DRAWING DETAILS.

HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 50

3 PLATE WELDED SECTIONSCOLD FORMED LIGHT GAGE SHAPESBRACE RODSHOT ROLLED MILL SHAPES

CLADDING A653, A792

A36, A529, A572, A588, A992A572, A510A653, A1011A529, A572, A1011, A1018 GRADE 55

GRADE 60GRADE 50GRADE 36 OR 50

GRADE 50 OR GRADE 80

ASTM DESIGNATION

GENERAL NOTESMATERIALS

HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS

HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE BR










Planograph Details

Notes

D

INSPECTION AND TESTING




SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION (AHJ) DURING CONSTRUCTION AND/ORSTEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT. WHEN REQUIRED, THE OWNERSHALL EMPLOY A QUALITY ASSURANCE AGENCY (QAA) APPROVED BY THE AHJ. THE BUILDER IS RESPONSIBLE TOCOORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES. THE TYPE AND EXTENT OF SPECIAL INSPECTIONSAND NDT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIALINSPECTIONS AND/OR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IASAC472 ACCREDITATION.

COVER SHEETMWC Group

Helendale, California

Helendale - Bldg 2

1/5/2021

1

HELENDALE Bldg 2.2021-01-052020.4b

16:19:551/5/2021

Preliminary - For Review 1/4/2021

ShapeSnow Buildup

Surface Description X Location Y Location MagnitudeBldg 2 Roof: A Unbalanced Snow Load 1, Shifted Left : Roof: A 0.0 ft 6.0 ft 8.3 psf

0.0 ft 0.0 ft 8.3 psf120.0 ft 0.0 ft 8.3 psf120.0 ft 6.0 ft 8.3 psf

Bldg 2 Roof: B Unbalanced Snow Load 1, Shifted Right : Roof: B 0.0 ft 6.0 ft 8.3 psf0.0 ft 0.0 ft 8.3 psf120.0 ft 0.0 ft 8.3 psf120.0 ft 6.0 ft 8.3 psf



1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow.2. The X and Y Location dimensions are from the point of origin of each surface.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS,Codes and Loads

HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THANINDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.City: Helendale County: San Bernardino State: California Country: United States

Building Code: CBCBuilding Code

Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)

Collateral Gravity:5.00 psfDead and Collateral Loads

Collateral Uplift: 0.00 psf

Wind LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mphThe 'Envelope Procedure' is UsedPrimaries Wind Exposure: C - Kz: 0.918Parts Wind Exposure Factor: 0.918Wind Enclosure: EnclosedTopographic Factor: Kzt: 1.0000Ground Elevation Factor: Ke: 1.0000

NOT Windborne Debris RegionBase Elevation: 0/0/0Site Elevation: 0.0 ftPrimary Zone Strip Width: 2a: 12/0/0Parts / Portions Zone Strip Width: a: 6/0/0Basic Wind Pressure: q: 18.41, (Parts) 18.41 psf

Roof Covering + Second. Dead Load: VariesMaterial Dead Weight

Frame Weight (assumed for seismic):2.50 psf

Snow LoadGround Snow Load: pg: 5.00 psfFlat Roof Snow: pf: 3.15 psfDesign Snow (Sloped): ps: 2.71 psfRain Surcharge: 0.00Specified Minimum Roof Snow: 5.00 psf (Code)Exposure Factor: 1 Fully Exposed - Ce: 0.90Snow Importance: Is: 1.000Thermal Factor: Heated - Ct: 1.00Ground / Roof Conversion: 0.70Unobstructed, Slippery

Roof Live Load: 20.00 psf ReducibleRoof Live Load

Seismic LoadLateral Force Resisting Systems using Equivalent Force ProcedureMapped MCE Acceleration: Ss: 94.30 %gMapped MCE Acceleration: S1: 36.90 %gSite Class: Stiff soil (D) - DefaultSeismic Importance: Ie: 1.000Design Acceleration Parameter: Sds: 0.7544Design Acceleration Parameter: Sd1: 0.4750Seismic Design Category: DSeismic Snow Load: 0.00 psf% Snow Used in Seismic: 0.00Diaphragm Condition: FlexibleFundamental Period Height Used: 21/9/0

Transverse Direction ParametersOrdinary Steel Moment FramesRedundancy Factor: Rho: 1.30Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155 x W


Roof: ABldg 2

X

Y

Roof: BBldg 2

X

Y

Roof: CBldg 2

X

Y


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D CODES AND LOADS

MWC Group


1/5/2021


2020.4bNTS16:19:561/5/2021

BUILDER/CONTRACTOR RESPONSIBILITIES

VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice.

PANELS

Oil canning is an inherent characteristic of cold formed steel panels. It is the result of severalfactors that include induced stresses in the raw material delivered to VP, fabrication methods,installation procedures, and post installation thermal forces. Thru fastened panels will exhibit somedimpling when installed, especially when insulation is installed between panels and secondarysupports. Dimpling can be minimized by careful installation, taking care not to over drive fasteners.

springing back into place. All panels experience this action to some degree, especially withconcealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layerof blanket insulation between the panels and any hard support surface such as steel secondarymembers, substrates such as plywood, steel decking, or rigid board insulation. A minimum of3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates.

Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightnessof the panels and is not grounds for rejection of panels.

RAIN WATER RUNOFF

Drainage systems must be designed by the project professional to comply with code requirements.VP is not responsible for drainage designs, overflow scuppers, down piping, etc. The projectprofessional and contractor are responsible to ensure that primary drains and overflow devicessuch as scuppers and auxiliary drains are provided as required for the required rain intensity at

Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then

the building perimeter and at valley conditions to prevent ponding.

However, it is imperative that installed Standing Seam panels be secured to the secondaryThe Standing Seam joint detail is designed with an interlocking feature for ease of installation.

structural members and properly seamed prior to departure from the job site each day.

SKYLIGHTS

Local building departments may require added fall restraint due to conditions that may affect theskylight structural integrity. It is the responsibility of the builder to determine and provide anyadded fall restraint under the skylight as may be required by your building department.

STEEL SHOP COAT

The purpose of VP's shop coat is to provide protection for the steel members duringtransportation, during temporary job site storage and during erection. Standard shop formulationis not designed to perform as a finish coat when exposed to environmental conditions. Membersshall be kept free of the ground and properly drained during job site storage. It is the Builder'sresponsibility to ensure that if a finish coat is being applied over VP shop coat that thepainting contractor verifies compatibility between his finish coat and VP's shop coat.

VP Buildings standard product specifications, design, fabrication, quality criteria shall govern all workunless stipulated otherwise in the contract documents. In case of discrepancies betweenVP Buildings structural plans and plans for other trades, VP Buildings structural plans shall govern.

It is the responsibility of the Builder to obtain approvals and permits from all governing agencies andjurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VPinterpretation of the contract purchase order. Unless specific design criteria concerning interfacedesign and details are furnished as part of the contract, VP Buildings design assumptions shall govern.

CONSTRUCTION & ERECTION RESPONSIBILITY

The Builder is responsible for construction in strict accordance with VP Buildings "FOR CONSTRUCTION"drawings and all applicable product installation guides. VP is not responsible for work done from anyother VP drawings that are not marked "FOR CONSTRUCTION", nor any drawings prepared by others.

As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice(in Canada - CSA S16), which require L/500 tolerance of installed members. Occasionalfield work including shimming, cutting, coping, and drilling for final fit-up are considered part oferection. Specified field work and field welding conditions indicated on these drawings shallalso be included in the erectors scope of work. See Erection Guide for shimming procedure.For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance.

The building erector shall be properly licensed and experienced in erecting metal building systems.The Builder is responsible for having knowledge of, and shall comply with, all OSHA requirementsand all other governing site safety criteria. The builder is responsible for designing, supplying,locating and installing temporary supports and bracing during erection of the building. VPbracing is designed for code required loads after building completion and shall not be consideredas adequate erection bracing. See Erection Guide.

EXISTING STRUCTURES

BRACING

Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must betaken while tightening brace rods so as not to cause accidental or misalignment of components.All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. Forlong or heavy rods, or angles it may be necessary to support the rods at mid-bay by suspendingthem from secondary members.

Bracing for seismic or wind loading of objects or equipment that are not a part of the VPstructure must be designed by a qualified professional to deliver lateral loads to primary framesand rod bracing struts. Equipment bracing and suspension connections must not impose torsionor minor axis loads, or cause local distortion in any VP components. VP accepts noresponsibility for design or installation of bracing systems not furnished by VP.

FIELD WELDING

All field welding shall be done at the direction of a design professional, and done in accordancewith governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform thewelding as directed by the applicable welding procedure specification (WPS). A WPS shall beprepared by the contractor for each welding variation specified. The contractor is responsible forany special welding inspection as required by local jurisdiction. Filler metal shall be70 ksi (480 MPa) tensile strength. For welds in high seismic force resisting system(Seismic Cat D, E or F), minimum Charpy V-Notch toughness shall meet AISC-341 criteria(20 ft-lbs min @ 0Deg F). Interpass temperatures shall not exceed 550Deg F (300Deg C).

DELIVERIES

It is the responsibility of the builder to have adequate equipment available at the job site tounload trucks in a safe and timely manner. The Builder will be responsible for all retentioncharges from carriers as a result of job site unloading delays.

Claims for damage or shorts MUST be noted on the Bill-of-Lading or deliveryreceipt and filed against the carrier by the consignee as per VP's Terms of Sales (F.O.B. Plant)under the Uniform Commercial Code. It is critical that damages or shorts be noted on theBill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material,material quantities are verified by the Builder against quantities billed on the shipping document.Neither the Manufacturer nor the carrier is responsible for material shortages against quantitiesbilled on the shipping document if such shortages are not noted on the shipping documents upondelivery of material and acknowledged by the carriers agent. For materials concealed in bundles,boxes, or crates, shortages must be reported immediately upon unpacking. Should products getwet, bundled and crated materials must be unpacked and unbundled immediately to providedrainage of trapped moisture. See Erection Guide for proper job site storage procedure.

SEALANTS

Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised.Sealant must be applied in temperatures and weather conditions consistent with labeling.

INDEPENDENT MEZZANINES

Independent mezzanines must be designed by a professional engineer. The engineer must ensurethat proper isolation from the VP building has been provided to avoid structural damage due todifferential movements, or inadvertently apply loads to the VP structure. VP accepts noresponsibility for the design of the independent mezzanine.

FIRE CODE COMPLIANCE

It is the responsibility of the project design professional and builder to comply with local fire coderegulations including consideration of, but not limited to, building use and occupancy, all buildingconstruction materials, separation requirements, egress requirements, fire protection systems, etc.Builder shall advise VP of any special requirements to be furnished by VP.

FIELD MODIFICATIONS

Modifications to this building from details and instructions contained on these drawings must beapproved in writing by VP Buildings engineers, or other licensed structural engineer. This includes,but is not limited to, removal of roof or wall cladding, removing or moving any flange braces orrod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc.The owner shall not impose loads to this structure beyond what is specified for this building inthe contract documents. VP Buildings accepts no responsibility for the consequences of anyunauthorized additions, alterations, or added loads to this structure.

If the builder intends to invoice VP Buildings for modifications in excess of $1000, The buildermust notify VP Buildings immediately, and obtain a Work Authorization from VP Buildings prior toproceeding. All final claims must be submitted to VP Buildings with all supporting documentationwithin 30 days of the building completion. Claims submitted without work authorizations, or after30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderateamount of reaming, drilling, chipping / cutting and minor welding are considered by Code ofStandard Practice to be part of erection are not subject to claim reimbursement.

CONCRETE/MASONRY/CONVENTIONAL STUD WALLS

The engineer responsible for the design of the wall system is responsible for coordinating with, orspecifying to VP Buildings, any wall to steel compatibility issues such as drift and deflectioncompatibility, special base details, and wall to VP steel connections. All fasteners, sealant andcounter flashing of wall systems are to be provided by contractor. The engineer responsible forthe wall shall design the anchorage to VP supporting elements consistent with Code required forces.

Dade Co. Product Approval (www.miamidade.gov/buildingcode)Approved Products Listed Under Varco Pruden Buildings, Inc.

Underwriter's Laboratory Approvals (Available only when specified in contract)SSR Roof-UL#TGKX-113; SSR Composite Roof Class 90-UL#TGKX-113A;SSR Roof w/Super Block; Class 90-UL#TGKX-328;Panel Rib Roof UL Class 60-UL#TGKX-60; Panel Rib Roof UL Class 90-UL#TGKX-64;VP SLR II Roof Class 90-UL#TGKX-90, -180, -435, -435A, -176, -238, -238A, -238B

Factory Mutual Approved Assemblies (Available only when specified in contract)SSR Roof Systems are approved in various type applications and listed in FM Approval Guide.24 Ga SSR (0.0227" Nominal), is available in Class 1-60, 1-75, 1-90. 22Ga SSR (0.0277"Nominal), is available in Class 1-75, 1-90-, 1-120.

ICC Evaluation Reports (www.icc-es.org)SSR Roof System - #ESR-2527

SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide.24 Ga SLR II (0.0227" Nominal), is available in Class 1-75 and 1-120.

State of Florida Product Approvals (www.floridabuilding.org)

VP TextureClad - See Transamerican Structuroc, Inc.

VP TextureClad - See Transamerican Structuroc, Inc.Approved Products Listed Under VP Buildings, Inc.

(www.cwbgroup.org)Canadian CSA A660 Certifications

Listed under BlueScope Buildings North America, Inc.IAS AC472 Approvals: (www.iasonline.org/services/metal-building-inspection)

Fabricator Approvals

MO#E-2010007736; NC#F-0998; OK#CA4170PE; SD#C-1787; TX#F4828; WV#C03059-00;

Engineering Certifications of AuthorizationUSA--AR#576; FL#30427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592;

CAN--AB#P08900; NS#30123; ON#100148796; and YT#PP134

VP BUILDINGS ACCREDITATIONS AND APPROVALS

City of Los Angeles, CA #FB00031; City of Houston, TX 767 & 429;City of Phoenix, AZ C19-02008; Clark County, NV 43 & 833, San Bernardino County, CA 289

Listed under BlueScope Buildings North America, Inc.

Listed under Varco Pruden Buildings, a Division of BlueScope Buildings North America, Inc.IAS AC472 Approvals: (www.iasonline.org/services/metal-building-inspection)

Design Approvals

SIGNAGE

The Builder is responsible for furnishing signs as required by Code and the Building Department,including but not limited to, exits, occupancy limits, floor loading limits, and bulk storage limits.Floor loading signs shall clearly indicate maximum floor live load permitted.Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the typeof commodity stored and the maximum storage height. Signs shall be clearly visible whenbuilding is fully loaded to design level. Overloading of floors or walls may result in failure.

State of Utah, City of Richmond, CA.

VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineeringsupply sealed engineering design data and drawings for VP supplied material as part of the overallproject for use by others to obtain permits, approvals, and coordinate with other trades. All interfaceand/or compatibility of any materials not furnished by VP are to be considered and coordinated bythe builder or A/E firm.

VP must be advised of any structure that is within 20 ft. of VP's building. Load effects fromsnow drifting, wind effects, and seismic separation must be considered for both the new andexisting structures. VP has designed the new VP building for these effects. The owner/builder areresponsible for employing a Professional Engineer to review and verify the existing structure for allload effects from the adjacent VP building.


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D ERECTION NOTES

MWC Group


1/5/2021


2020.4bNTS16:19:571/5/2021

1 3'-4 1/2" J=8.50Dimension Key

2 1'-0"3 4'-0"

1 3'-4 1/2" J=8.50Dimension Key

2 1'-0"3 4'-0"

<*>

60'-0"

120'-0"

18'-0"

24'-0"

18'-0"

18'-7 1/2"

316'-0"J=8.50

3316'-0"J=8.50

3

D1D1

30'-0"

30'-0"

110'-7 1/2"

2 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 2

3 16'-0"J=8.50

3 3 16'-0"J=8.50

3 3 16'-0"J=8.50

3 9'-7 1/2" 1 11'-0"

D2

D2

D3

D3

D4

D4

D4

D4

D4

D4

D4

D4

D4

D4

D5

D6 D6

60'-0"

20'-0"

229'-0"

29'-0"

2

D2

D7

D2

D8

D8

ANCHOR ROD PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


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D ANCHOR ROD PLAN

MWC Group


1/5/2021


2020.4bNTS

<*> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER.


16:19:581/5/2021




D4 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=1'-1"Dim: A=1'-0"Elev.=100'-0"




D8 (4)3/4" Dia. GR36 Anchor RodsPlate W=8" L=11"Dim: A=11 1/2" B=1'-1"Gage=5" Pitch=5" Edge Out=4"Elev.=100'-0"


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D ANCHOR ROD PLAN - DETAILS

MWC Group


1/5/2021


2020.4bNTS16:19:591/5/2021



Qty Length Detail03RS2608 2 26'-8" BR01G205RS3010 2 30'-10" BR01G203RS2606 2 26'-6" BR01G205RS3011 2 30'-11" BR01G203RS3502 1 35'-2" BR01G203RS3407 1 34'-7" BR01G2

03RS2608

03RS26

08

05RS3010

05RS3010

03RS2606

03RS26

06

05RS3011

05RS3011

03RS3502

03RS3407

60'-0"

120'-0"

18'-0"

24'-0"

18'-0"

CX006RBX016CX006

30'-0"

30'-0"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

DCC001

RBX001

RBX001

DCC001

DCC002

DCC003

CX001

RBX002

RBX003

CX001

CX002

RBX004

RBX005

CX002

CX002

RBX006

RBX007

CX002

CX001

RBX008

RBX009

CX001

CX003

RBX010

RBX011

RBX012

CX004

EPX001

CX007 RBX017 CX007

60'-0"

20'-0"

129'-0"

29'-0"

1

DCC004

RBX013

CX005

RBX014

DCC004

RBX015

CX008

RBX018

CX008

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL

PRIMARY AND ROOF BRACING PLAN


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D PRIMARY AND ROOF BRACING PLAN

MWC Group


1/5/2021


2020.4bNTS


Shape Name = Bldg 2

16:20:001/5/2021





A 12 A325 7/8" 3 1/2" 5/8" 3 3 0097380

1 8"Dimension Key

2 1'-0 1/2"



24'-0"

11 22'-8"

4 3

PORTAL FRAME ELEVATION ALONG A

1

HFB3060

1

HFB3060

CX006

RBX016

CX006

AA

17'-2 3/4"

2


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D PORTAL FRAME ELEVATION ALONG A

MWC Group


1/5/2021


2020.4bNTS



16:20:021/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.Weight DetailDCC001 1 5.2500 .0600 [email protected] 8 1/2" 8 1/2" 16'-4 11/16" 111#RBX001 2-5 5.0000 .1345 .1644 10" 10" 30'-10 3/4" 330#RBX001 6-9 5.0000 .1345 .1644 10" 10" 30'-10 3/4" 330#DCC001 10 5.2500 .0600 [email protected] 8 1/2" 8 1/2" 16'-4 11/16" 111#DCC002 11 5.2500 .0680 [email protected] 8 1/2" 8 1/2" 20'-8 7/16" 156# BR25CADCC003 12 5.2500 .0730 [email protected] 8 1/2" 8 1/2" 20'-8 7/16" 182# BR25CA



A 6 A325 1/2" 1 1/2" 1/4" 1 2 49080B 4 A325 1/2" 1 1/2" - - - 49080<S> - (2) Washers (095872) req'd at Flange Brace to Secondary.


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.

Horiz. Clearance between members 1(DCC001) and 10(DCC001): 57'-2"Frame Clearances


18'-0" 24'-0" 18'-0"

E

BL

A

BL

CL

D

CL

B

60'-0"


GCW1

GCW1

1

7'-6"

5'-0"

4'-9"

2

GC183120

GC183120

GFB2037

GFB2037<S>

GFB2037<S>

GFB2037

3

4

3 @ 5'-0

"

5

GC183120

GC183120

GFB2037

GFB2037<S>

GFB2037<S>

GFB2037

3

4

3 @ 5'-0"

5

GCW1

GCW1

1

7'-6"

5'-0"

4'-9"

2

18'-0"

6

RCB5

GCW1

GCW1

GCW1GCW1

RCB5

GCW1

GCW1

GCW1GCW1

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

DCC001

RBX001

RBX001

DCC001

DCC002

DCC003

A

B

B

B

B


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16:20:031/5/2021



3 5.0000 .1345 .1644 1'-1" 1'-1"RBX003 4 5.0000 .1345 .1644 1'-1" 1'-1" 30'-10 3/4" 505#

5 5.0000 .2500 .1345 1'-1" 2'-3"CX001 6 5.0000 .2500 .1345 1'-0" 2'-4" 15'-8 7/16" 308#



A 12 A325 3/4" 2 1/2" 3/8" 4 2 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB3000

7'-6"

5'-0"

4'-9"

2

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

GFB2050

3

4

3 @ 5'-0

"

5

ESBSB

GFB2050

GFB2050

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB3000

7'-6"

5'-0"

4'-9"

2

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX001

RBX002

RBX003

CX001

A

B

A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:051/5/2021



3 5.0000 .1875 .1345 1'-1" 1'-0"RBX005 4 5.0000 .1875 .1345 1'-0" 1'-1" 30'-10 3/4" 530#

5 5.0000 .2500 .1345 1'-1" 2'-4"CX002 6 5.0000 .3125 .1345 1'-0" 1'-11" 15'-6" 319#



A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

EAP1

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

3

4

3 @ 5'-0

"

5

EAP1

ESBSB

GFB2050

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX002

RBX004

RBX005

CX002

A

B

A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:061/5/2021



3 5.0000 .1875 .1345 1'-1" 1'-0"RBX007 4 5.0000 .1875 .1345 1'-0" 1'-1" 30'-10 3/4" 529#

5 5.0000 .2500 .1345 1'-1" 2'-4"CX002 6 5.0000 .3125 .1345 1'-0" 1'-11" 15'-6" 319#



A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB2097

7'-6"

5'-0"

4'-9"

2

EAP1

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

3

4

3 @ 5'-0

"

5

EAP1

ESBSB

GFB2050

GFB2050

GFB2081

(2)GFB3000

3

4

3 @ 5'-0"

5

1

GFB2081

(2)GFB2097

7'-6"

5'-0"

5'-6"

18'-0"

6

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX002

RBX006

RBX007

CX002

A

B

A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:081/5/2021



3 5.0000 .1345 .1644 1'-1" 1'-1"RBX009 4 5.0000 .1345 .1644 1'-1" 1'-1" 30'-10 3/4" 503#

5 5.0000 .2500 .1345 1'-1" 2'-3"CX001 6 5.0000 .2500 .1345 1'-0" 2'-4" 15'-8 7/16" 308#



A 12 A325 3/4" 2 1/2" 3/8" 4 2 0097284B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284


2 1'-8 1/8"3 4'-6"4 2 @ 4'-10 1/2"5 25'-6" Ridge Ht.



E

BL

A

BL60'-0"


1

GFB2081

(2)GFB3000

7'-6"

5'-0"

5'-6"

EAP1

ESBSB

(2)GFB3000

GFB2063

GFB2050

GFB2050

GFB2050

2

3

3 @ 5'-0

"

4

EAP1

ESBSB

GFB2050

GFB2050

GFB2050

GFB2081

(2)GFB3000

2

3

3 @ 5'-0"

4

1

GFB2081

(2)GFB3000

7'-6"

5'-0"

5'-6"

18'-0"

5

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX001

RBX008

RBX009

CX001

A

B

A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:091/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.Weight DetailCX003 1 5.0000 .1345 .1345 1'-0" 1'-1" 16'-7" 197#RBX010 2 5.0000 .1345 .1644 1'-1" 9" 20'-10 13/16" 237#

3 5.0000 .1345 .1644 9" 9"RBX011 4 5.0000 .2500 .1875 9" 3'-1 3/16" 20'-0" 476#

5 5.0000 .2500 .1875 3'-1 3/16" 10"RBX012 6 5.0000 .1345 .1644 10" 10" 20'-10 13/16" 246#

7 5.0000 .1345 .1644 10" 1'-1"CX004 8 5.0000 .1345 .1345 1'-0" 1'-1" 16'-7" 197#EPX001 9 5.0000 .1875 .1644 10" 10" 21'-6 15/16" 278# BR25CA



A 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284B 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284C 4 A325 1/2" 1 1/2" 3/8" 1 1 49080


2 1'-8 1/8"3 4'-6"4 2 @ 4'-10 1/2"5 25'-6" Ridge Ht.


Vert. Clearance at member 1(CX003): 16'-7"Vert. Clearance at member 8(CX004): 16'-7"Vert. Clearance at member 9(EPX001): 21'-6 15/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)

30'-0" 30'-0"

E

BL

A

BL

CL

C

60'-0"


GC171120

1

GFB2050

7'-6"

5'-0"

5'-6"

GC184120

EAP2

GFB2050

GFB2037

GFB2037

HFB4052*

2

3

3 @ 5'-0

"

4

GC184120

EAP2

HFB4053*

GFB2037

GFB2037

GFB2050

2

3

3 @ 5'-0"

4

GC171120

1

GFB2050

7'-6"

5'-0"

5'-6"

GFB or HFB with * must use bearing plate JCP051140 (see Detail BR25DH)

18'-0"

5

(2)GFB2037

(2)GFB2037

30'-11 1

/16" 3.0

00:12 30'-11 1/16" 3.000:12

CX003

RBX010

RBX011

RBX012

CX004

EPX001

A

B B

A

C


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:111/5/2021





A 12 A325 7/8" 3 1/2" 5/8" 3 3 0097380

1 8"Dimension Key

2 1'-0 1/2"



24'-0"

11 22'-8"

4 5

PORTAL FRAME ELEVATION ALONG E

1

HFB4106

1

HFB4106

CX007

RBX017

CX007

AA

17'-2 3/4"

2


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D PORTAL FRAME ELEVATION ALONG E

MWC Group


1/5/2021


2020.4bNTS



16:20:121/5/2021





A 2 A325 1/2" 2" 3/8" 1 - 0097280B 4 A325 1/2" 1 1/2" - - - 49080


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"


7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) E

1

GFB2043

GFB2043

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

DCC004

RBX013

A

B


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D FRAME CROSS SECTION AT FRAME LINE(S) E

MWC Group


1/5/2021


2020.4bNTS



16:20:141/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX005 1 5.0000 .1345 .1345 10" 10" 9'-7 13/16" 106#RBX014 2 5.0000 .1875 .1345 9" 1'-0" 19'-8" 254#

3 5.0000 .2500 .1345 1'-0" 9 1/8"



A 2 A325 1/2" 2" 3/8" 1 - 0097280


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Vert. Clearance at member 1(CX005): 9'-3 5/16"Frame Clearances


7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) C

1

ESBSB

(2)GFB2037

(2)GFB2037

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

CX005

RBX014A

A


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D FRAME CROSS SECTION AT FRAME LINE(S) C

MWC Group


1/5/2021


2020.4bNTS



16:20:151/5/2021





A 2 A325 1/2" 2" 3/8" 1 - 0097280B 4 A325 1/2" 1 1/2" - - - 49080


2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"


7

BL

6

BL20'-0"

FRAME CROSS SECTION AT FRAME LINE(S) A

1

GFB2043

GFB2043

2

3

4

7'-6"

5'-0"

5

10'-0"

15'-0"

20'-7 3/

8" 3.000

:12

DCC004

RBX015

A

B


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D FRAME CROSS SECTION AT FRAME LINE(S) A

MWC Group


1/5/2021


2020.4bNTS



16:20:171/5/2021


Mem Width Thick WebThk. Depth1 Depth2 Approx.Lgth Approx.WeightCX008 1 6.0000 .2500 .1345 10" 10" 9'-2 3/4" 153#RBX018 2-3 5.0000 .2500 .1345 9" 9" 25'-11 3/4" 340#CX008 4 6.0000 .2500 .1345 10" 10" 9'-2 3/4" 153#



A 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284

1 8"Dimension Key

2 1'-0 1/2"



29'-0"

11 27'-8"

E C

PORTAL FRAME ELEVATION ALONG 7

1

HFB3060

1

HFB3060

CX008

RBX018

CX008

AA

9'-2 3/4"

2


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D PORTAL FRAME ELEVATION ALONG 7

MWC Group


1/5/2021


2020.4bNTS



16:20:181/5/2021


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D PRIMARY BRACING SED'S

MWC Group


1/5/2021


2020.4bNTS


16:20:181/5/2021 SEDSheet

1 RCHB15Part Mark Key



Part Thick. Depth Lap DetailE20 08E2311411DDB03 0.1130 8 1/2" RS12PEE25 00508ES2311411B03 0.1130 8 1/2" RS12PH,RS12PAE26 00608ES2311411B03 0.1130 8 1/2" RS12PF,RS12PEE27 00108ES2311417B03 0.0600 8 1/2" RS12PF,RS12PEE28 08E2311417DDB03 0.0600 8 1/2" RS12PEE29 00208ES2311417B03 0.0600 8 1/2" RS12PH,RS12PAE30 00308ES2911414B03 0.0790 8 1/2" RS12PH,RS12PAE31 00408ES2911414B03 0.0790 8 1/2" RS12PH,RS12PAP1 08Z2611416A4B0 0.0680 8 1/2" 2'-10 1/2" RS02T1,RS01T1P10 08Z3311413A5B0 0.0880 8 1/2" 3'-10 1/2" RS02T1,RS01T1P20 08Z271141733B0 0.0600 8 1/2" 1'-10 1/2" RS01T1P3 08Z291141744B0 0.0600 8 1/2" 2'-10 1/2" RS01T1P7 08Z291141644B0 0.0680 8 1/2" 2'-10 1/2" RS01T1P9 08Z3311411A5B0 0.1130 8 1/2" 3'-10 1/2" RS02T1,RS01T1

IdSecondary Bracing Schedule

Qty Mark No Spacing

1 48 PBA0503(Typ.) 4'-10 1/2"2 9 PBA0501 4'-8 5/8"See SED:BR09K5, BR09JG, BR09RY, BR09RZ, BR09K2

60'-0"

120'-0"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

2R1B1

P1(Typ.)

E252R1B2

P7

P3(Typ.)

P7

E202R1B3

P20(Typ.)

E202R1B4

P3(Typ.)

E202R1B5

P1(Typ.)

E26

11

1

11

1

1 1 1 1 1 1 1 1 1 1 1 1 1 1

2R4B1

P1(Typ.)

E272R4B2

P3(Typ.)

E282R4B3

P20(Typ.)

E282R4B4

P7

P3(Typ.)

P7

E282R4B5

P1(Typ.)

E29

11

1

11

1

11111111111111

60'-0"

20'-0"

129'-0"

29'-0"

1

2R3B1

P9

P10(Typ.) E30

2R3B2

P9

P10(Typ.)

E31

1 1

1 1

2

2

2

2

2

ROOF SECONDARY PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#










D ROOF SECONDARY PLAN

MWC Group


1/5/2021


2020.4bNTS



16:20:211/5/2021


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS


16:20:211/5/2021 SEDSheet


JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS


16:20:221/5/2021 SEDSheet

1 H1Part Mark Key

2 VCC070030903 PG14 GFA106



Part Thick. Depth Lap DetailG1 08Z1802417Q100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS02B3,BRR052G3 08Z25114171100 0.0600 8 1/2" 10 1/2" BRR052,WS02B3G37 00108ZS080701700 0.0600 8 1/2" WS12KE,WS12A2,WS04C2,BRR052G38 00208ZS130321700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS02B3,WS04C2,BRR052G39 00308ZS130321700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS04C2,BRR052,WS02B3H1 DHC0304417 0.0000 8 1/2" WS21D7J7 00108JS0702217 0.0600 8 1/2" WS20B2,WS20B8


Qty Length Detail03RU3101 2 31'-1" BR14E1,BR02K1

60'-0"

18'-0"

18'-0" 24'-0" 18'-0"

A

BL

E

BL

CL

D

CL

B

2W1B0

G37

1

2

33

J7

33

J7

2

2W1B0

G1(Typ.)

G38

2W1B1

G3(Typ.)2

2

2W1B2

G1(Typ.)

G39

7'-6"

3@5'-0"

6'-0" 1 8'-7 1/2"

7'-2 1/4"

4

4

4

4

03RU3101

03RU3101



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:251/5/2021

1 JTG1Part Mark Key

2 PG13 G41(Typ.)


2 4'-0"3 1'-3"


Part Thick. Depth Lap DetailG16 08Z2311414DD00 0.0790 8 1/2" BRR052,WS01G2G20 00508ZS070541700 0.0600 8 1/2" BRR052,WS01G3,WS20F2G3 08Z25114171100 0.0600 8 1/2" 10 1/2" BRR052,WS01G3G40 00408ZS280841700 0.0600 8 1/2" 10 1/2" WS20F2,BRR052,WS01G3G41 08Z0308417AG00 0.0600 8 1/2" WS12KE,WS12A2,WS20F2G42 08Z2311415AD00 0.0730 8 1/2" BRR052,WS01G2G5 08Z2411417A100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,BRR052,WS01G3H3 00208JS1600017 0.0600 8 1/2" WS20F9J8 00308JS1611217 0.0600 8 1/2" WS20F9,WS20F2,WS20B2,WS20B8

120'-0"

18'-0"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

6

BL

1

BL

CLCL

2

CL

3

CL

4

CL

5

CL

2W2B1

G5(Typ.)

2W2B2

G3(Typ.)1

1

2W2B3

G40(Typ.)

2 2H3

22

J8

22

J8

2W2B4

G16

1

1

22

J8

22

J8

2W2B5

3

G42

1 1

1 1

2W2B4

G20(Typ.)

2 2H3

2W2B5

7'-6"

5'-0"

5'-6"

2 16'-0" 2 2 16'-0" 2

16'-0"

3 3

16'-0"



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:261/5/2021

1 H1Part Mark Key

2 VCC070030903 PG14 GFA106


2 2'-4"3 3'-4 1/2"


Part Thick. Depth Lap DetailG29 08Z3302417Q500 0.0600 8 1/2" 3'-10 1/2" WS12KE,WS12A2,WS01G3,BRR052G30(Flip) 08Z3011417D100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS01G3,BRR052G46 00608ZS240911700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS01G3,WS04C2,BRR052G47 08Z3302416Q500 0.0680 8 1/2" 3'-10 1/2" WS12KE,WS12A2,BRR052,WS01G3G48 00708ZS240741700 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,WS04C2,BRR052,WS01G3H1 DHC0304417 0.0000 8 1/2" WS21D7J7 00108JS0702217 0.0600 8 1/2" WS20B2,WS20B8

60'-0"

18'-0"

30'-0" 30'-0"

E

BL

A

BL

CL

C

CL CL

C

CL

1

23

3J7

33

J7

2

2W3B0

G29(Typ.)

G30(Flip)

G46

2

2

2W3B1

G47

G29

G30(Flip)

G48

7'-6"

5'-0"

12

16'-0" 3 10'-7 1/2"

7'-2 1/4"

4

4

4

4



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:271/5/2021

1 JTG1Part Mark Key

2 PG13 G41(Typ.)4 H15 H5


2 4'-0"3 3'-4 1/2"4 3'-0"5 1'-3"


Part Thick. Depth Lap DetailG16 08Z2311414DD00 0.0790 8 1/2" BRR052,WS01G2G20 00508ZS070541700 0.0600 8 1/2" BRR052,WS01G3,WS20F2G41 08Z0308417AG00 0.0600 8 1/2" WS12KE,WS12A2,WS20F2G42 08Z2311415AD00 0.0730 8 1/2" BRR052,WS01G2G45 00808ZS280841700 0.0600 8 1/2" 10 1/2" BRR052,WS01G3,WS20F2G5 08Z2411417A100 0.0600 8 1/2" 10 1/2" WS12KE,WS12A2,BRR052,WS01G3H1 DHC0304417 0.0000 8 1/2" WS21D7H3 00208JS1600017 0.0600 8 1/2" WS20F9H5 00508JS0300017 0.0600 8 1/2" WS20F9J12 00408JS0702217 0.0600 8 1/2" WS20FB,WS20F9,WS20B2,WS20B8J7 00108JS0702217 0.0600 8 1/2" WS20B2,WS20B8J8 00308JS1611217 0.0600 8 1/2" WS20F9,WS20F2,WS20B2,WS20B8

120'-0"

18'-0"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

1

BL

6

BL

CL CL

2

CL

3

CL

4

CL

5

CL

1

1

2 2H3

22

J8

22

J8

2W4B1

3

G42

1 1

1 1

2W4B1

G20(Typ.)

2 2H3

22

J8

22

J8

2W4B2

G16

1 1

1 1

2W4B2

G20(Typ.)

2 2H3

22

J8

22

J8

2W4B3

G16

4

1

22

J7

22

J7

1

2W4B4

G45(Typ.)

22

J12

22

J12

2W4B5

G5(Typ.)

2 25

2 25

2W4B5

7'-6"

5'-0"

5'-6"

2 16'-0" 2 2 16'-0" 2 2 16'-0" 2 9'-7 1/2" 3 11'-0"

1 4 20'-0"

16'-0"

5

16'-0"

5

16'-0"

5

7'-2 1/4"

24



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:281/5/2021

60'-0"

15'-0"

60'-0"

A

BL

E

BL

Opening 2 Opening 4



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:291/5/2021

Open

20'-0"

10'-0"

15'-0"

7

BL

6



JOBNO

DATE

DRAWN/CHECK

PAGE

BUILDER

CUSTOMER

LOCATION

PROJECT

BUILDERS PO#











MWC Group


1/5/2021


2020.4bNTS



16:20:301/5/2021


Open

60'-0"

10'-0"

1 29'-0" 29'-0" 1

E

BL

A

BL

CL CL

C

CL



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MWC Group


1/5/2021


2020.4bNTS



16:20:311/5/2021

Open

20'-0"

15'-0"

10'-0"

6

BL

7



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MWC Group


1/5/2021


2020.4bNTS



16:20:321/5/2021


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MWC Group


1/5/2021


2020.4bNTS


16:20:321/5/2021 SEDSheet


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MWC Group


1/5/2021


2020.4bNTS


16:20:341/5/2021 SEDSheet

IdCovering Schedule

Qty Length Type Gage OP Fin. Color Direction#10 40 29'-10 1/2" R 26 1 K TD Left to Right#11 40 3'-8" P 26 3 K TD Left to Right#12 40 29'-10 1/2" R 26 1 K TD Right to Left#13 20 20'-8 5/8" R 26 1 K TD Left to RightOper. Code:1=SQ,SQOper. Code:3=SQ,SQFinish:K=KXL (Kynar)Color:TD=Standard Color

IdInsulation Schedule (Install in same direction as Covering)

Qty Type Start Run Last Run Thick. FacingBLK1 1 IC 32'-0" 6.00 PLBLK2 23 IC 32'-0" 32'-0" 6.00 PLBLK3 1 IC 64'-0" 6.00 PLBLK4 1 IC 32'-0" 6.00 PLBLK5 23 IC 32'-0" 32'-0" 6.00 PLBLK6 1 IC 64'-0" 6.00 PLBLK7 1 IC 32'-0" 6.00 PLBLK8 23 IC 32'-0" 32'-0" 6.00 PLBLK9 1 IC 32'-0" 6.00 PLBLK10 23 IC 32'-0" 32'-0" 6.00 PLBLK11 1 IC 23'-0" 6.00 PLBLK12 11 IC 23'-0" 23'-0" 6.00 PLBLK13 1 IC 23'-0" 6.00 PLBLK14 1 IC 23'-0" 6.00 PLBLK15 11 IC 23'-0" 23'-0" 6.00 PLBLK16 1 IC 23'-0" 6.00 PLStarter Width= 3'-0", Interm. Width= 5'-0", End Width= 4'-0"Location =Outside Secondary StructuralDirection =Across Secondary StructuralType:IC=Fiberglass BlanketFacing:PL=Polypropylene Scrim Kraft, Light Duty

IdTrim Schedule

Parts Color DetailsT1 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T2 PRC,SPC30 Cool Dark Bronze RC38C4T3 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T4 BS1,FPRF1,GGC3,MCC1 Cool Dark Bronze RC38N1T5 HCP0L,MCC1 Cool Dark Bronze RC50H3T6 HCP0R,MCC1 Cool Dark Bronze RC50H3


DescriptionRoof Stitch 7/8 SS(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer

QtyAccessory Schedule

Color Description Detail3 Bronze 3070 Door - Series 400 Knock Down Door3 Cool Arctic White 3070 PR/LR Flush Door Trim Kit (500/700 Series)12 Not Applicable Ins Tuf-Lite Kit 10'-4" Panel Rib Non-Fire Rated (CC2) RA01B1,RA01B2,RA01B3

60'-0"

120'-0"

(40)#10

(40)#11

T1 T1

T2 T2

BLK1 (23)BLK2

BLK3

BLK4 (23)BLK5

BLK6

(40)#12

T3 T3

BLK7 (23)BLK8BLK9 (23)BLK10

60'-0"

20'-0"

(20)#13

T4

T4

T5

T6

BLK11

(11)BLK12

BLK13

BLK14

(11)BLK15

BLK16

ROOF COVERING PLAN

A BL

BC

DE BL

1

BL

2 3 4 5 6

BL

7

BL


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D ROOF COVERING PLAN

MWC Group


1/5/2021


2020.4bNTS



16:20:361/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Increment Direction#16 10 W 25'-1 3/8" 26 D K TD -9" Left to Right#1 10 W 25'-1 3/8" 26 C K TD -9" Right to LeftOper. Code:D=SQ,RTOper. Code:C=SQ,LFFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 DFT10,JT07 Cool Dark Bronze WC24A1T2 DFT05,HTS05 Cool Dark Bronze WC24A2T3 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T4 (2)BA125,(6)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T5 CT20 Match Wall Color WC20A1T6 (4)RCL10,(2)RKF16 Cool Dark Bronze RC30E1,RS10R1



1 3'-4 1/2"Dimension Key 60'-0"

18'-0"

A

BL

E

BL

25'-1 3/8"

24'-4 3/8"

23'-7 3/8"

22'-10 3/8"

22'-1 3/8"

21'-4 3/8"

20'-7 3/8"

19'-10 3/8"

19'-1 3/8"

18'-4 3/8"

(10)#16

25'-1 3/8"

24'-4 3/8"

23'-7 3/8"

22'-10 3/8"

22'-1 3/8"

21'-4 3/8"

20'-7 3/8"

19'-10 3/8"

19'-1 3/8"

18'-4 3/8"

(10)#1

T1

T1

T2

T3 T4

T5

T5

T6T6

6'-0" 1 50'-7 1/2"



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MWC Group


1/5/2021


2020.4bNTS



16:20:381/5/2021

IdCovering Schedule


IdTrim Schedule

Parts Color DetailsT1 DFT12,DFT05,JT12,JT05 Cool Dark Bronze WC24A1T2 DFT12,DFT05,HTS14,HTS03 Cool Dark Bronze WC24A2T3 (3.0)BA125,(8)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T4 (0.3)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T5 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T6 CT05 Match Wall Color WC20A1T7 (6)EG203,(12)PCA10B,(41)STR2 Cool Dark Bronze RC03B1,RC04B1,RC32B1,RC39A2,RC61B6,RCV324,





120'-0"

18'-0"

6

BL

1

BL

(26)#2

(4)#3

(4)#2

(4)#3

(2)#2

T1

T1

T1

T1

T2 T2

T3 T4 T5

T6

T7T8

T8

T8

76'-0" 16'-0" 8'-0" 16'-0" 1



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MWC Group


1/5/2021


2020.4bNTS



16:20:391/5/2021

IdCovering Schedule

Qty Type Start Length Gage OP Fin. Color Increment Direction#4 10 W 9'-11 3/8" 26 D K TD -9" Left to Right#5 10 W 15'-1 1/2" 26 1 K TD Left to Right#6 10 W 9'-11 3/8" 26 C K TD -9" Right to Left#7 10 W 15'-1 1/2" 26 1 K TD Right to LeftOper. Code:D=SQ,RTOper. Code:1=SQ,SQOper. Code:C=SQ,LFFinish:K=KXL (Kynar)Color:TD=Standard Color

IdTrim Schedule

Parts Color DetailsT1 DFT10,JT07 Cool Dark Bronze WC24A1T2 DFT05,HTS05 Cool Dark Bronze WC24A2T3 (0.6)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T4 (1.6)BA125,(5)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T5 CT05 Match Wall Color WC20A1T6 (4)RCL10,(2)RKF16 Cool Dark Bronze RC30E1,RS10R1T7 (6)LTA10,(3)TA10,(6)WRF10B Match Roof Color WC54D1




60'-0"

18'-0"

E

BL

A

BL

9'-11 3/8"

9'-2 3/8"

8'-5 3/8"

7'-8 3/8"

6'-11 3/8"

6'-2 3/8"

5'-5 3/8"

4'-8 3/8"

3'-11 3/8"

3'-2 3/8"

(10)#4

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

(10)#5

9'-11 3/8"

9'-2 3/8"

8'-5 3/8"

7'-8 3/8"

6'-11 3/8"

6'-2 3/8"

5'-5 3/8"

4'-8 3/8"

3'-11 3/8"

3'-2 3/8"

(10)#6

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

15'-1 1/2"

(10)#7

T1

T1

T2

T3 T4

T5

T6 T6

T7

16'-0" 1 40'-7 1/2"



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MWC Group


1/5/2021


2020.4bNTS



16:20:411/5/2021

IdCovering Schedule


IdTrim Schedule

Parts Color DetailsT1 DFT12,DFT05,JT12,JT05 Cool Dark Bronze WC24A1T2 DFT12,DFT05,HTS14,HTS03 Cool Dark Bronze WC24A2T3 DFT10,JT07 Cool Dark Bronze WC24A1T4 DFT05,HTS05 Cool Dark Bronze WC24A2T5 DFT05,JT05 Cool Dark Bronze WC24A1T6 DFT05,HTS03 Cool Dark Bronze WC24A2T7 TDFH03 Cool Dark Bronze WC24A4T8 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T9 (0.3)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T10 (0.5)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T11 (1.4)BA125,(4)BT10 Cool Dark Bronze EN52A1,ENV003,RC00A1,WC01AB,WC04G1T12 (6)EG203,(12)PCA10B,(41)STR2 Cool Dark Bronze RC03B1,RC04B1,RC32B1,RC39A2,RC61B6,RCV324,





2 3'-4 1/2"

120'-0"

18'-0"

1

BL

6

BL

(2)#8

(4)#9

(4)#8

(4)#9

(4)#8

(4)#9

(18)#8

T1

T1

T1

T1

T1

T1

T2 T2 T2

T3

T3

T4

T5

T5

T6

T7

T8 T9 T9 T10 T11

T12T13

T13

T13

1 16'-0" 8'-0" 16'-0" 8'-0" 16'-0" 13'-7 1/2" 2 35'-0"



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MWC Group


1/5/2021


2020.4bNTS



16:20:421/5/2021

60'-0"

15'-0"

A

BL

E

BL

Opening 2 Opening 4

30'-0" 30'-0"



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1/5/2021


2020.4bNTS



16:20:431/5/2021

IdTrim Schedule


Open

20'-0"

10'-0"

15'-0"

7

BL

6

BL

T1



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1/5/2021


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16:20:441/5/2021

IdTrim Schedule

Parts Color DetailsT1 (6)1SF23,(3)EG203,(21)STR2 Cool Dark Bronze RC03B1,RC04B1,RC39A2,RC61B6,RCV047,RCV324T2 5CE75,CP510,DN1,(2)DST1 Match Wall Color RC38P1

Open

60'-0"

10'-0"

E

BL

A

BL

T1

T2

T2



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MWC Group


1/5/2021


2020.4bNTS



16:20:451/5/2021

IdTrim Schedule


Open

20'-0"

15'-0"

10'-0"

6

BL

7

BL

T1



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1/5/2021


2020.4bNTS



16:20:461/5/2021


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MWC Group


1/5/2021


2020.4bNTS16:20:541/5/2021 SEDSheet


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1/5/2021


2020.4bNTS16:20:561/5/2021 SEDSheet


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MWC Group


1/5/2021


2020.4bNTS16:20:571/5/2021 SEDSheet

Date: 1/5/2021Helendale Bldg 1 - Calculations Package Time: 04:51 PM

Page: 1 of 120

File: HELENDALE Bldg 1.2021-01-05 Version: 2020.4bVarco Pruden Buildings is a division of BlueScope Buildings North America, Inc.

VP Buildings3200 Players Club Circle

Memphis, TN 38125-8843

STRUCTURAL DESIGN DATA

Project: Helendale - Bldg 1Name: HELENDALE Bldg 1.2021-01-05

Builder PO #:Jobsite:

City, State: Helendale, California 92342County: San BernardinoCountry: United States

TABLE OF CONTENTSBuilding Loading - Expanded Report ............................................................................................................................................... 2Bracing - Summary Report............................................................................................................................................................. 11Secondary - Summary Report ......................................................................................................................................................... 41Framing - Summary Report............................................................................................................................................................ 58Covering - Summary Report......................................................................................................................................................... 118


Page: 2 of 120


Building Loading - Expanded ReportShape: Bldg 1Loads and Codes - Shape: Bldg 1 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)

Dead and Collateral LoadsCollateral Gravity:5.00 psf Frame Weight (assumed for seismic):2.50 psfCollateral Uplift: 0.00 psf

Side Type Mag Units Shape Applied to DescriptionA D 1.935 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.03 : Roof: AA D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: AB D 1.935 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.03 : Roof: BB D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: BC D 2.009 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.10 : Roof: CC D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: C

Roof Live LoadRoof Live Load: 20.00 psf Reducible

Wind LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mph Gust Factor: G: 1.0000Wind Enclosure: Enclosed Least Horiz. Dimension: 60/0/0Height Used: 21/9/0 (Type: Mean)Base Elevation: 0/0/0 NOT Windborne Debris RegionSite Elevation: 0.0 ft Parts / Portions Zone Strip Width: a: 6/0/0Primary Zone Strip Width: 2a: 12/0/0 qz= 0.00256 * (1.00) * (96.00)^2 * (1.00)Velocity Pressure: qz: 23.59 psf The 'Envelope Procedure' is UsedTopographic Factor: Kzt: 1.0000 Parts and PortionsDirectionality Factor: Kd: 0.8500 Parts Wind Exposure Factor: 0.918Ground Elevation Factor: Ke: 1.0000 Basic Wind Pressure:18.41 psfPrimariesPrimaries Wind Exposure: C - Kz: 0.918Basic Wind Pressure: q: 18.41 psf

Snow LoadGround Snow Load: pg: 5.00 psf Rain Surcharge: 0.00Flat Roof Snow: pf: 3.15 psf Exposure Factor: 1 Fully Exposed Ce: 0.90Design Snow (Sloped): ps: 2.71 psf Thermal Factor: Heated - Ct: 1.00Specified Minimum Roof Snow: 5.00 psf (Code) Unobstructed, SlipperySnow Accumulation Factor: 1.000 Slope Reduction: Cs: 0.86Snow Importance: Is: 1.000 Slope Used: 14.036 deg. ( 3.000:12 )Ground / Roof Conversion: 0.70

Snow Drift on Roof C Snow Drift Number: 1 Snow Drift (from Wall 3, Shape Bldg 1)Basic Snow Density: 14.65 lb/ft3 Average Height: 6/9/0Snow Uniform: 0/2/7 Upper Roof Slope: 0.000 ( 0.000:12 )

Start 60/0/0 End 30/0/0Wall Start Height: 3/0/0 Wall End Height: 10/6/0Snow Drift Height: 2/8/1 Snow Drift Height: 2/8/1Snow Drift Width: 10/8/6 Snow Drift Width: 10/8/6Upper Roof Width: 120/0/0 Upper Roof Width: 120/0/0Sliding Snow: 0.00 psf Sliding Snow: 0.00 psfDrifting Snow: 39.17 psf Drifting Snow: 39.17 psfMax Applied Drift Load: 42.19 psf Max Applied Drift Load: 42.19 psfTruncated Snow: 0.00 psf Truncated Snow: 0.00 psfTruncated Width: 0/0/0 Truncated Width: 0/0/0Proximity: 0/0/0 Proximity: 0/0/0

Snow Drift on Roof C Snow Drift Number: 2 Snow Drift (from Wall 3, Shape Bldg 1)


Page: 3 of 120


Basic Snow Density: 14.65 lb/ft3 Average Height: 6/9/0Snow Uniform: 0/2/7 Upper Roof Slope: 0.000 ( 0.000:12 )


Seismic LoadLateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction ParametersMapped MCE Acceleration: Ss: 94.30 %g Ordinary Steel Moment FramesMapped MCE Acceleration: S1: 36.90 %g Redundancy Factor: Rho: 1.30Site Class: Stiff soil (D) - Default Fundamental Period: Ta: 0.3289Seismic Importance: Ie: 1.000 R-Factor: 3.50Design Acceleration Parameter: Sds: 0.7544 Overstrength Factor: Omega: 2.50Design Acceleration Parameter: Sd1: 0.4750 Deflection Amplification Factor: Cd: 3.00Seismic Design Category: D Base Shear: V: 0.2155x W% Snow Used in Seismic: 0.00Seismic Snow Load: 0.00 psf Longitudinal Direction ParametersDiaphragm Condition: Flexible Ordinary Steel Moment FramesFundamental Period Height Used: 21/9/0 Redundancy Factor: Rho: 1.30

Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155x W

Side Type Mag Units Shape Applied to Description1 E 0.349 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.71 : Wall: 12 E 0.314 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.55 : Wall: 23 E 0.407 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.98 : Wall: 34 E 0.379 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.85 : Wall: 4A E 2.034 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: AA E 2.034 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: AB E 2.034 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: BB E 2.034 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: BC E 2.050 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.10 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: CC E 2.050 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.10 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: C

Deflection ConditionsFrames are vertically supporting:Metal Roof Purlins and PanelsFrames are laterally supporting:Metal Wall Girts and PanelsPurlins are supporting:Metal Roof PanelsGirts are supporting:Metal Wall Panels

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2)6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3)


Page: 4 of 120


7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>8 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS9 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD

10 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD11 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*12 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US113 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>14 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W215 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL16 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR17 System 1.000 0.6 MW MW - Wall: 118 System 1.000 0.6 MW MW - Wall: 219 System 1.000 0.6 MW MW - Wall: 320 System 1.000 0.6 MW MW - Wall: 421 System 1.000 0.6 MW MW - Wall: 522 System 1.000 0.6 MW MW - Wall: 623 System 1.000 0.6 MW MW - Wall: 724 System 1.000 0.6 MW MW - Wall: 825 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>26 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W127 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL28 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR41 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+42 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+43 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-44 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-45 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+50 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+51 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-52 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB158 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB159 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB160 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB161 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB366 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB367 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB368 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB369 System Derived 1.000 0.6 MWB MWB - Wall: 170 System Derived 1.000 0.6 MWB MWB - Wall: 271 System Derived 1.000 0.6 MWB MWB - Wall: 372 System Derived 1.000 0.6 MWB MWB - Wall: 473 System Derived 1.000 0.6 MWB MWB - Wall: 574 System Derived 1.000 0.6 MWB MWB - Wall: 6


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75 System Derived 1.000 0.6 MWB MWB - Wall: 776 System Derived 1.000 0.6 MWB MWB - Wall: 877 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>85 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+86 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-87 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+88 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB91 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB92 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB95 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB96 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB97 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+98 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-99 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+100 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-

Design Load Combinations - BracingNo. Origin Factor Application Description1 System 1.000 1.0 D + 0.6 W1> D + W1>2 System 1.000 1.0 D + 0.6 <W1 D + <W13 System 1.000 1.0 D + 0.6 W2> D + W2>4 System 1.000 1.0 D + 0.6 <W2 D + <W25 System 1.000 1.0 D + 0.6 W3> D + W3>6 System 1.000 1.0 D + 0.6 <W3 D + <W37 System 1.000 1.0 D + 0.6 W4> D + W4>8 System 1.000 1.0 D + 0.6 <W4 D + <W49 System 1.000 0.6 MW MW - Wall: 1

10 System 1.000 0.6 MW MW - Wall: 211 System 1.000 0.6 MW MW - Wall: 312 System 1.000 0.6 MW MW - Wall: 413 System 1.000 0.6 MW MW - Wall: 514 System 1.000 0.6 MW MW - Wall: 615 System 1.000 0.6 MW MW - Wall: 716 System 1.000 0.6 MW MW - Wall: 817 System 1.000 1.0 D + 0.7 E> D + E>18 System 1.000 1.0 D + 0.7 <E D + <E19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> D + CG + W1>20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W121 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3>24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W325 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W427 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W129 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2>30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W231 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3>32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W333 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4>34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W435 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2


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39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3>40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4>42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W443 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+44 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+45 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG-46 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG-

Design Load Combinations - PurlinNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS3 System 1.000 1.0 D + 1.0 CG + 1.0 S + 1.0 SD D + CG + S + SD4 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*5 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US16 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1)7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2)8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1> D + CG + <W2 + WB1>9 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1> D + CU + W1> + WB1>

10 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB1> D + CG + L + W1> + WB1>11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB1> D + CG + L + <W2 + WB1>12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1> D + CG + S + W1> + WB1>13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1> D + CG + S + <W2 + WB1>14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB115 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB116 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB1 D + CG + L + W1> + <WB117 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB1 D + CG + L + <W2 + <WB118 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB119 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB120 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2>21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D + CG + L + W1> + WB2>23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2>24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2> D + CG + S + W1> + WB2>25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1> + <WB229 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB230 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB231 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB232 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3>33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3>34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> D + CG + L + W1> + WB3>35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3> D + CG + S + W1> + WB3>37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3>38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB339 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB340 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB3 D + CG + L + W1> + <WB341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB342 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB343 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB344 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4>45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4>46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> D + CG + L + W1> + WB4>47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4>48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4> D + CG + S + W1> + WB4>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4>50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB451 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB452 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4 D + CG + L + W1> + <WB453 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB454 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB455 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB456 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+


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57 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG-58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG-

Design Load Combinations - GirtNo. Origin Factor Application Description1 System 1.000 0.6 W1> W1>2 System 1.000 0.6 <W2 <W2

Design Load Combinations - Roof - PanelNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 L D + L2 System 1.000 1.0 D + 1.0 SMS D + SMS3 System 1.000 1.0 D + 1.0 S + 1.0 SD D + S + SD4 System 1.000 1.0 D + 1.0 US1* D + US1*5 System 1.000 1.0 D + 1.0 *US1 D + *US16 System 1.000 1.0 D + 0.6 <W2 D + <W27 System 1.000 0.6 D + 0.6 W1> D + W1>

Design Load Combinations - Wall - PanelNo. Origin Factor Application Description1 System 1.000 0.6 W1> W1>2 System 1.000 0.6 <W2 <W2

Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR9 System Derived 1.000 60 180 0.42 WB1> WB1>

10 System Derived 1.000 60 180 0.42 <WB1 <WB111 System Derived 1.000 60 180 0.42 WB2> WB2>12 System Derived 1.000 60 180 0.42 <WB2 <WB213 System Derived 1.000 60 180 0.42 WB3> WB3>14 System Derived 1.000 60 180 0.42 <WB3 <WB315 System Derived 1.000 60 180 0.42 WB4> WB4>16 System Derived 1.000 60 180 0.42 <WB4 <WB417 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-19 System Derived 1.000 10 0 1.0 EB> EB>20 System Derived 1.000 10 0 1.0 <EB <EB

Deflection Load Combinations - PurlinNo. Origin Factor Deflection Application Description1 System 1.000 150 1.0 L L2 System 1.000 180 1.0 SMS SMS3 System 1.000 180 0.42 W1> W1>4 System 1.000 180 0.42 <W2 <W2

Deflection Load Combinations - GirtNo. Origin Factor Deflection Application Description1 System 1.000 90 0.42 W1> W1>2 System 1.000 90 0.42 <W2 <W2

Deflection Load Combinations - Roof - PanelNo. Origin Factor Def H Def V Application Description1 System 1.000 60 60 1.0 SMS SMS2 System 1.000 60 60 0.42 <W2 <W2

Load Type DescriptionsD Material Dead Weight C Collateral Load


Page: 8 of 120


CG Collateral Load for Gravity Cases CU Collateral Load for Wind CasesL Roof Live Load ASL^ Alternate Span Live Load, Shifted Right^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 SpansL> Live - Notional Right <L Live - Notional LeftS Snow Load US1* Unbalanced Snow Load 1, Shifted Right*US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right*US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift LoadSS Sliding Snow Load RS Rain Surcharge LoadPF1 Partial Load, Full, 1 Span PH1 Partial Load, Half, 1 SpanPF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 SpansS> Snow - Notional Right <S Snow - Notional LeftSMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right<SMS Specified Min. Roof Snow - Notional Left PS1 Partial Load, Half Span 1PS2 Partial Load, Half Span 2 W Wind LoadW1> Wind Load, Case 1, Right <W1 Wind Load, Case 1, LeftW2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, LeftW3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, LeftW4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, LeftW5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, LeftW6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, LeftWP Wind Load, Parallel to Ridge WPR Wind Load, || Ridge, RightWPL Wind Load, || Ridge, Left WPA1 Wind Parallel - Ref A, Case 1WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case 1WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case 1WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right<WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right<WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right<WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right<WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right<WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right<WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind LoadMWB Minimum Wind Bracing Reaction E Seismic LoadE> Seismic Load, Right <E Seismic Load, LeftEG Vertical Seismic Effect EG+ Vertical Seismic Effect, AdditiveEG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right<EB Seismic Brace Reaction, Left FL Floor Live LoadFL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted LeftFD Floor Dead Load AL Auxiliary Live LoadAL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left<AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, LeftAL* Aux Live, Right *AL Aux Live, LeftAL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1<AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1AL*(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2<AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3<AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4<AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5<AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right<ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right<WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1<ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1<WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2<ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2<WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3<ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3<WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4<ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4<WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5


Page: 9 of 120


<ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5<WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing ReactionAD Auxiliary Dead Load U0 User Defined LoadU1 User Defined Load - 1 U2 User Defined Load - 2U3 User Defined Load - 3 U4 User Defined Load - 4U5 User Defined Load - 5 U6 User Defined Load - 6U7 User Defined Load - 7 U8 User Defined Load - 8U9 User Defined Load - 9 UB User Brace ReactionUB1 User Brace Reaction - 1 UB2 User Brace Reaction - 2UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8UB9 User Brace Reaction - 9 R Rain LoadT Temperature Load V Shear


Page: 10 of 120


<*>

60'-0

"

120'-0"

1

2

1'-0"26'-0"24'-0"24'-0"24'-0"20'-0"1'-0"

3

4

30'-0

3/1

6"

3 0 '-0 3/ 16 "

60'-0

"

20'-0"

5

60'-0

"

6

7

8

A BLB

CD

E BL

1

BL

2 3 4 5 6

BL

7

BL

<*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonalsmay not be relocated without consulting the building supplier’s engineer.


Page: 11 of 120


Bracing - Summary Report

Shape: Bldg 1Loads and Codes - Shape: Bldg 1 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)

Dead and Collateral Loads Roof Live LoadCollateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf ReducibleCollateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf

Wind Load Snow Load Seismic LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mph Ground Snow Load: pg: 5.00 psf Lateral Force Resisting Systems using Equivalent

Force ProcedureThe 'Envelope Procedure' is Used Flat Roof Snow: pf: 3.15 psf Mapped MCE Acceleration: Ss: 94.30 %gPrimaries Wind Exposure: C - Kz: 0.918 Design Snow (Sloped): ps: 2.71 psf Mapped MCE Acceleration: S1: 36.90 %gParts Wind Exposure Factor: 0.918 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - DefaultWind Enclosure: Enclosed Specified Minimum Roof Snow: 5.00 psf (Code) Seismic Importance: Ie: 1.000Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7544Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.4750

Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: DNOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psfBase Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00Site Elevation: 0.0 ft Diaphragm Condition: FlexiblePrimary Zone Strip Width: 2a: 12/0/0 Fundamental Period Height Used: 21/9/0Parts / Portions Zone Strip Width: a: 6/0/0Basic Wind Pressure: q: 18.41, (Parts) 18.41 psf Transverse Direction Parameters

Ordinary Steel Moment FramesRedundancy Factor: Rho: 1.30Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155 x W




10 System 1.000 0.6 MW MW - Wall: 211 System 1.000 0.6 MW MW - Wall: 312 System 1.000 0.6 MW MW - Wall: 4


Page: 12 of 120


13 System 1.000 0.6 MW MW - Wall: 514 System 1.000 0.6 MW MW - Wall: 615 System 1.000 0.6 MW MW - Wall: 716 System 1.000 0.6 MW MW - Wall: 817 System 1.000 1.0 D + 0.7 E> D + E>18 System 1.000 1.0 D + 0.7 <E D + <E19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> D + CG + W1>20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W121 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3>24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W325 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W427 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W129 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2>30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W231 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3>32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W333 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4>34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W435 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3>40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4>42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W443 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+44 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+45 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG-46 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG-


Page: 13 of 120


(1) 0.24

(2) 3.66

(3) 1.56

(4) 0.75

(5) 1.83

(6) 2.04

(7) 1.5803RS2608 ( 1 ) -0.75

03RS2608 ( 2 ) -0.75

(8) 6.4205RS3008

( 3 ) -4.4805RS3008

( 4 ) -

4.48

(9) 6.55

(10) 1.05

(11) 1.30

(12) 2.69

(13) 1.05

(14) 2.61

(15) 1.561'-0" 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

X

Y

Diagonal Bracing Member Design Summary: Roof AMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 26.63 26.9 -0.75 1.3000 1.0000 0.380 1.0D+1.0CG+0.7<E+0.7EG+ passed2 R 0.375 26.63 26.9 -0.75 1.3000 1.0000 0.381 1.0D+1.0CG+0.7E>+0.7EG+ passed3 R 0.625 30.59 40.8 -4.48 1.3000 1.0000 0.784 1.0D+1.0CG+0.7<E+0.7EG+ passed4 R 0.625 30.59 40.8 -4.48 1.3000 1.0000 0.784 1.0D+1.0CG+0.7E>+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 1.50, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,

web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 1.50, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,

web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.2 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 1.50, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,

web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 1.50, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,

web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.3 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 8.96, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,




web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 14 of 120


(1) 1.05

(2) 2.61

(3) 2.31

(4) 1.05

(5) 1.31

(6) 3.87

(7) 1.5803RS2608 ( 1 ) -1.49

03RS2608 ( 2 ) -1.49

(8) 7.8905RS3008

( 3 ) -5.3405RS3008

( 4 ) -

5.33

(9) 7.46

(10) 0.75

(11) 1.83

(12) 2.12

(13) 0.24

(14) 3.66

(15) 1.561'-0" 26'-0" 24'-0" 24'-0" 24'-0" 20'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

X

Y

Diagonal Bracing Member Design Summary: Roof BMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 26.63 26.9 -1.49 1.3000 1.0000 0.757 1.0D+1.0CG+0.7E>+0.7EG+ passed2 R 0.375 26.63 26.9 -1.49 1.3000 1.0000 0.755 1.0D+1.0CG+0.7<E+0.7EG+ passed3 R 0.625 30.59 40.8 -5.34 1.3000 1.0000 0.934 1.0D+1.0CG+0.7E>+0.7EG+ passed4 R 0.625 30.59 40.8 -5.33 1.3000 1.0000 0.933 1.0D+1.0CG+0.7<E+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.98, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,




web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.3 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 10.68, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 10.68, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.4 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 10.67, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 10.67, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 15 of 120


(1) 1.00

(2) 1.00

(3) 2.38

03RS3502

( 1 ) -1

.09

03RS3407

( 2 ) -1.09

(4) 2.40

1'-0" 29'-0" 29'-0" 1'-0"

20'-7

3/8

"

X

Y

Diagonal Bracing Member Design Summary: Roof CMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 35.17 34.1 -1.09 1.3000 1.0000 0.553 1.0D+0.7E> passed2 R 0.375 34.54 34.1 -1.09 1.3000 1.0000 0.553 1.0D+0.7<E passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case 1.0D+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.2 Left Slot: Web Thk = 0.134, Load Case 1.0D+0.7<E, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case 1.0D+0.7<E, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 16 of 120


03RU310

1

( 1 ) -

1.36

03RU3101

( 2 ) -1.36

18'-0" 24'-0" 18'-0"

18'-0

"7'

-6"

X

Y

Diagonal Bracing Member Design Summary: Endwall 1Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 31.06 43.2 -1.36 1.3000 1.0000 0.692 1.0D+1.0CG+0.7<E+0.7EG+ passed2 R 0.375 31.06 43.2 -1.36 1.3000 1.0000 0.692 1.0D+1.0CG+0.7E>+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left RCB clip Right Clevis Connection Per DP 3.15.2, SQW5x5x0.375, Weld To Flange 0.188 One, Web Weld PASSED.2 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.375, Weld To Flange 0.188 One, Web Weld PASSED. Right RCB clip


Page: 17 of 120


CX007

RBX016

CX007

1'-0" 26'-0" 24'-0" 24'-0" 24'-0" 20'-0" 1'-0"

18'-0

"

X

Y

Portal Frame to Main Frame Connection Design Information, Wall 2, bay 3Left Portal Clip Design Left Main Frame Clip Design

(1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T3MZE0600607000002B 3MZE0600614000002B

Horizontal Shear 8.83 Horizontal Shear 8.83Vertical Shear 0.00 Vertical Shear 0.00Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00Bolt Group Shear Strength Ratio 0.37 PASSED.Bolt Group Shear Strength Ratio 0.37 PASSED.Clip Buckling Min Thickness 0.203 PASSED.Clip Buckling Min Thickness 0.24 PASSED.Clip Weld Fillet Both Sides 0.188 PASSED.Clip Weld Fillet One Side 0.188 PASSED.Web Rupture Min Thickness na PASSED.Web Rupture Min Thickness 0.030 PASSED.

Right Portal Clip Design Right Main Frame Clip Design(1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T

3MZE0600607000002B 3MZE0600614000002BHorizontal Shear 7.71 Horizontal Shear 7.71Vertical Shear 0.00 Vertical Shear 0.00Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00Bolt Group Shear Strength Ratio 0.32 PASSED.Bolt Group Shear Strength Ratio 0.32 PASSED.Clip Buckling Min Thickness 0.203 PASSED.Clip Buckling Min Thickness 0.24 PASSED.Clip Weld Fillet Both Sides 0.188 PASSED.Clip Weld Fillet One Side 0.188 PASSED.Web Rupture Min Thickness na PASSED.Web Rupture Min Thickness 0.026 PASSED.


Page: 18 of 120


Frame Cross Section: A

24'-0"

11 22'-8"

4 3

1

HFB

1

HFB

X

Y

1

2 3

4

17'-2

3/4

"2

Dimension Key1 8"2 1'-0 1/2"

Frame ClearancesHoriz. Clearance between members 1(CX007) and 4(CX007): 19'-0"Vert. Clearance at member 1(CX007): 15'-6 5/8"Vert. Clearance at member 4(CX007): 15'-6 5/8"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 19 of 120


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status

0/0/0 0/0/0 Portal Frame 0.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD7 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*8 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US19 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W211 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR13 System 1.000 0.6 MW MW - Wall: 114 System 1.000 0.6 MW MW - Wall: 215 System 1.000 0.6 MW MW - Wall: 316 System 1.000 0.6 MW MW - Wall: 417 System 1.000 0.6 MW MW - Wall: 518 System 1.000 0.6 MW MW - Wall: 619 System 1.000 0.6 MW MW - Wall: 720 System 1.000 0.6 MW MW - Wall: 821 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>22 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W123 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W127 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W229 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W133 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W235 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-45 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB154 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB155 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB156 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB157 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>


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61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB362 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB363 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB364 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB365 System Derived 1.000 0.6 MWB MWB - Wall: 166 System Derived 1.000 0.6 MWB MWB - Wall: 267 System Derived 1.000 0.6 MWB MWB - Wall: 368 System Derived 1.000 0.6 MWB MWB - Wall: 469 System Derived 1.000 0.6 MWB MWB - Wall: 570 System Derived 1.000 0.6 MWB MWB - Wall: 671 System Derived 1.000 0.6 MWB MWB - Wall: 772 System Derived 1.000 0.6 MWB MWB - Wall: 873 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>81 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+82 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-83 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+84 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-85 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB86 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB89 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB90 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB93 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+94 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-95 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+96 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 6.00 0.3125 0.1345 22.00 22.00 17.23 432.4 55.00 55.00 BP KN 3P2 6.00 0.3125 0.1345 17.00 17.00 11.31 215.6 55.00 55.00 KN SS 3P3 6.00 0.3125 0.1345 17.00 17.00 11.31 215.6 55.00 55.00 KN SS 3P4 6.00 0.3125 0.1345 22.00 22.00 17.23 432.4 55.00 55.00 BP KN 3P

Total Frame Weight = 1295.9 (p) (Includes all plates)Boundary Condition Summary

Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.)1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00004 24/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000

Values shown are resisting forces of the foundation.Base Connection Design is Based on 3000.00 (psi) ConcreteReactions - Unfactored Load Type at Frame Cross Section: A

Type Exterior Column Exterior ColumnX-Loc 0/0/0 24/0/0

Grid1 - Grid2 A-4 A-3Base Plate W x L (in.) 8 X 23 8 X 23

Base Plate Thickness (in.) 0.375 0.375Anchor Rod Qty/Diam. (in.) 4 - 0.750 4 - 0.750

Column Base Elev. 100'-0" 100'-0"Load Type Desc. Hx Vy Hx Vy

D Frm 0.03 0.59 -0.03 0.59 - - -CG Frm - - - - - - -L> Frm - - - - - - -<L Frm - - - - - - -

SMS> Frm - - - - - - -<SMS Frm - - - - - - -


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S> Frm - - - - - - -SD Frm - - - - - - -<S Frm - - - - - - -

US1* Frm - - - - - - -*US1 Frm - - - - - - -W2> Frm - - - - - - -<W2 Frm - - - - - - -WPL Frm - - - - - - -WPR Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -CU Frm - - - - - - -

W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -

E> Frm - - - - - - -EG+ Frm - - - - - - -<E Frm - - - - - - -EG- Frm - - - - - - -

WB1> Brc 2.27 3.75 2.27 -3.75 - - -<WB1 Brc -2.24 -3.70 -2.24 3.70 - - -WB3> Brc 2.52 4.17 2.52 -4.17 - - -<WB3 Brc -2.52 -4.17 -2.52 4.17 - - -MWB Brc 2.70 4.46 2.70 -4.46 - - -MWB Brc - - - - - - -MWB Brc -2.70 -4.46 -2.70 4.46 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -EB> Brc 4.72 7.82 4.74 -7.82 - - -<EB Brc -4.63 -7.67 -4.65 7.67 - - -SMS Frm - - - - - - -

WB2> Brc 2.34 3.88 2.35 -3.88 - - -<WB2 Brc -2.28 -3.78 -2.29 3.78 - - -WB4> Brc 2.55 4.21 2.55 -4.21 - - -<WB4 Brc -2.52 -4.17 -2.52 4.17 - - -

Sum of Forces with Reactions Check - FramingHorizontal Vertical

Load Type Load Reaction Load Reaction(k) (k) (k) (k)

D 0.0 0.0 1.3 1.2CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

US1* 0.0 0.0 0.0 0.0*US1 0.0 0.0 0.0 0.0W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


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MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0

WB1> 4.5 4.5 0.0 0.0<WB1 4.5 4.5 0.0 0.0WB3> 5.0 5.0 0.0 0.0<WB3 5.0 5.0 0.0 0.0MWB 5.4 5.4 0.0 0.0MWB 0.0 0.0 0.0 0.0MWB 5.4 5.4 0.0 0.0MWB 0.0 0.0 0.0 0.0MWB 0.0 0.0 0.0 0.0MWB 0.0 0.0 0.0 0.0MWB 0.0 0.0 0.0 0.0MWB 0.0 0.0 0.0 0.0EB> 9.5 9.5 0.0 0.0<EB 9.3 9.3 0.0 0.0SMS 0.0 0.0 0.0 0.0

WB2> 4.7 4.7 0.0 0.0<WB2 4.6 4.6 0.0 0.0WB4> 5.1 5.1 0.0 0.0<WB4 5.0 5.0 0.0 0.0

Maximum Combined Reactions Summary with Factored Loads - FramingNote: All reactions are based on 1st order structural analysis.

X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load(-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case

(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 A-4 8.08 94 8.29 81 - - - - 13.08 94 14.27 81 - - - -24/0/0 A-3 8.17 93 8.27 82 - - - - 13.33 82 14.02 93 - - - -

Base Plate SummaryBase Connection Design is Based on 3000.00 (psi) ConcretePlate Fy = 55.00 ksiGrade A36 Anchor Rods used to determine quantity and diameterGage & pitch standards are based on ACI-318 Appendix D criteria for “cast-in-place” anchor rods (Min space = 4*drod)

X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds toNo. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web

0/0/0 A-4 1 0.375 8 23 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187524/0/0 A-3 4 0.375 8 23 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875

Pinned Base Plate Connection LoadingMaximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case

X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial FrameShear

Load

(k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case0/0/0 8.49 -13.11 94 8.49 -13.11 94 7.90 14.32 81 - - - 024/0/0 8.69 -13.37 82 8.69 -13.37 82 7.79 14.07 93 - - - 0

Base Plate Connection Strength RatiosX-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load

Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case0/0/0 0.460 94 0.341 94 0.406 94 - 0 0.070 81 0.488 94 0.083 81 0.157 81 0.275 9424/0/0 0.471 82 0.348 82 0.420 82 - 0 0.069 93 0.498 82 0.082 93 0.154 93 0.281 82


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Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description1 1 S11

(S10)Alternate Web Thick.= 0.1644 0.2500 2.500 Opposite

FilletW-OS-0.1250

1 2 S3 15.78 21.375 N/A N/A N/A 0.3125 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.18754 1 S11


FilletW-OS-0.1250

4 2 S3 15.78 21.375 N/A N/A N/A 0.3125 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875

Bolted End-Plate Connections (Plate Fy = 55.00 ksi)End-Plate Dimensions Bolt Outside Flange Inside Flange

Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Face) 0.625 6.00 23.25 0.875 A325N/PT 3.50 32 Extended 3.50/2.50 32 Extended 3.50/2.502 1 KN(Face) 0.625 6.00 23.25 0.875 A325N/PT 3.50 32 Extended 3.50/2.50 32 Extended 3.50/2.503 1 KN(Face) 0.625 6.00 23.25 0.875 A325N/PT 3.50 32 Extended 3.50/2.50 32 Extended 3.50/2.504 2 KN(Face) 0.625 6.00 23.25 0.875 A325N/PT 3.50 32 Extended 3.50/2.50 32 Extended 3.50/2.50

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 83 0.5 13.9 1565.4 AISC DG-16/Thin plate 0.752 0.104 0.902 0.405 0.636 0.059 0.999 0.5162 1 83 0.5 13.9 1565.4 AISC DG-16/Thin plate 0.752 0.104 0.902 0.405 0.636 0.059 0.999 0.5163 1 83 0.5 13.9 1565.4 AISC DG-16/Thin plate 0.752 0.104 0.902 0.405 0.636 0.059 0.999 0.5164 2 83 0.5 13.9 1565.4 AISC DG-16/Thin plate 0.752 0.104 0.902 0.405 0.636 0.059 0.999 0.516

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 84 0.6 13.6 1556.0 AISC DG-16/Thin plate 0.748 0.101 0.897 0.405 0.636 0.057 0.999 0.5162 1 84 0.6 13.6 1556.0 AISC DG-16/Thin plate 0.748 0.101 0.897 0.405 0.636 0.057 0.999 0.5163 1 84 0.6 13.6 1556.0 AISC DG-16/Thin plate 0.748 0.101 0.897 0.405 0.636 0.057 0.999 0.5164 2 84 0.6 13.6 1556.0 AISC DG-16/Thin plate 0.748 0.101 0.897 0.405 0.636 0.057 0.999 0.516

* Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03)

Flange Brace SummaryMember From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note

1 16/4/11 16/4/11 HFB3060 0.000 14 16/4/11 16/4/11 HFB3060 0.000 1

Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 )Controlling Cases Required Strength Available Strength Strength RatiosAxial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial

Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 15.81 22.00 73 -7.7 -824.5 0.0 37.7 966.8 175.5 0.961 13.18 22.00 73 -4.3 21.5 0.202 2.50 17.00 73 0.4 -680.3 0.0 196.4 822.3 175.4 0.832 0.92 17.00 73 7.3 21.7 0.343 2.50 17.00 73 0.4 676.5 0.0 196.4 822.3 175.4 0.823 0.92 17.00 85 -7.2 21.7 0.334 15.81 22.00 85 -7.5 -813.0 0.0 37.7 966.8 175.5 0.954 13.18 22.00 77 -4.3 21.5 0.20

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 15.81 189.75 189.8 189.8 6.62 1.88 550.44 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 1.00 1.00 0.802 2.50 228.00 228.0 228.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 2.28 1.00 1.02 1.003 2.50 228.00 228.0 228.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 2.28 1.00 1.02 1.004 15.81 189.75 189.8 189.8 6.62 1.88 550.44 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 1.00 1.00 0.80


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Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR9 System Derived 1.000 60 180 0.42 WB1> WB1>10 System Derived 1.000 60 180 0.42 <WB1 <WB111 System Derived 1.000 60 180 0.42 WB2> WB2>12 System Derived 1.000 60 180 0.42 <WB2 <WB213 System Derived 1.000 60 180 0.42 WB3> WB3>14 System Derived 1.000 60 180 0.42 <WB3 <WB315 System Derived 1.000 60 180 0.42 WB4> WB4>16 System Derived 1.000 60 180 0.42 <WB4 <WB417 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-19 System Derived 1.000 10 0 1.0 EB> EB>20 System Derived 1.000 10 0 1.0 <EB <EB

Controlling Frame Deflection Ratios for Cross Section: ADescription Ratio Deflection (in.) Member Joint Load Case Load Case Description

Max. Horizontal Deflection ( H/521 ) -0.380 1 2 15 WB4>Max. Vertical Deflection for Span 1 ( L/99999 ) 0.002 4 2 15 WB4>

* Negative horizontal deflection is left* Negative vertical deflection is downLateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms orpartial base fixity. Therefore, these deflections may be considerably overstated.

Frame Lateral Stiffness (K): 5.630 (k/in)Fundamental Period (calculated) (T): 0.893 (sec.)


Page: 25 of 120


CX008

RBX017

CX009

1'-0" 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1'-0"

18'-0

"

X

Y







Page: 26 of 120


Frame Cross Section: E

24'-0"

11 22'-8"

3 4

1

HFB

1

HFB

X

Y

1

2 3

4

17'-2

3/4

"2




Page: 27 of 120






Page: 28 of 120






Values shown are resisting forces of the foundation.Base Connection Design is Based on 3000.00 (psi) ConcreteReactions - Unfactored Load Type at Frame Cross Section: E


Grid1 - Grid2 E-3 E-4Base Plate W x L (in.) 8 X 26 8 X 26




SMS> Frm - - - - - - -<SMS Frm - - - - - - -


Page: 29 of 120


S> Frm - - - - - - -SD Frm - - - - - - -<S Frm - - - - - - -


W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -


WB1> Brc -2.15 -3.61 -2.15 3.61 - - -<WB1 Brc 2.18 3.65 2.18 -3.65 - - -WB3> Brc -2.25 -3.77 -2.25 3.77 - - -<WB3 Brc 2.25 3.77 2.25 -3.77 - - -MWB Brc -2.52 -4.22 -2.52 4.22 - - -MWB Brc - - - - - - -MWB Brc 2.52 4.22 2.52 -4.22 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -EB> Brc -4.03 -6.75 -4.03 6.75 - - -<EB Brc 4.12 6.89 4.11 -6.89 - - -SMS Frm - - - - - - -

WB2> Brc -2.20 -3.69 -2.20 3.69 - - -<WB2 Brc 2.23 3.73 2.23 -3.73 - - -WB4> Brc -2.22 -3.72 -2.22 3.72 - - -<WB4 Brc 2.25 3.77 2.25 -3.77 - - -



D 0.0 0.0 1.2 1.1CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

US1* 0.0 0.0 0.0 0.0*US1 0.0 0.0 0.0 0.0W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 30 of 120



W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0


WB2> 4.4 4.4 0.0 0.0<WB2 4.5 4.5 0.0 0.0WB4> 4.4 4.4 0.0 0.0<WB4 4.5 4.5 0.0 0.0



(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 E-3 7.04 82 7.23 93 - - - - 11.49 82 12.59 93 - - - -24/0/0 E-4 7.08 81 7.18 94 - - - - 11.73 94 12.35 81 - - - -



0/0/0 E-3 1 0.375 8 26 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187524/0/0 E-4 4 0.375 8 26 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



Load





Page: 31 of 120




FilletW-OS-0.1250



FilletW-OS-0.1250




Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 95 -0.1 12.2 1341.8 AISC DG-16/Thin plate 0.794 0.091 0.968 0.324 0.509 0.052 0.799 0.6312 1 95 -0.1 12.2 1341.8 AISC DG-16/Thin plate 0.794 0.091 0.968 0.324 0.509 0.052 0.799 0.6313 1 95 -0.1 12.2 1341.8 AISC DG-16/Thin plate 0.794 0.091 0.968 0.324 0.509 0.052 0.799 0.6314 2 95 -0.1 12.2 1341.8 AISC DG-16/Thin plate 0.794 0.091 0.968 0.324 0.509 0.052 0.799 0.631

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 96 -0.1 12.0 1335.4 AISC DG-16/Thin plate 0.790 0.089 0.963 0.324 0.509 0.051 0.799 0.6312 1 96 -0.1 12.0 1335.4 AISC DG-16/Thin plate 0.790 0.089 0.963 0.324 0.509 0.051 0.799 0.6313 1 96 -0.1 12.0 1335.4 AISC DG-16/Thin plate 0.790 0.089 0.963 0.324 0.509 0.051 0.799 0.6314 2 96 -0.1 12.0 1335.4 AISC DG-16/Thin plate 0.790 0.089 0.963 0.324 0.509 0.051 0.799 0.631



1 16/6/3 16/6/3 HFB4106 0.000 14 16/6/3 16/6/3 HFB4106 0.000 1





Page: 32 of 120



Controlling Frame Deflection Ratios for Cross Section: EDescription Ratio Deflection (in.) Member Joint Load Case Load Case Description

Max. Horizontal Deflection ( H/436 ) -0.458 4 2 16 <WB4Max. Vertical Deflection for Span 1 ( L/99999 ) -0.002 2 1 16 <WB4




Page: 33 of 120


1'-0" 29'-0" 29'-0" 1'-0"

10'-0

"

X

Y


(1) row of (2) 0.750" A325T **FAILED** Clip Width Greater Than Frame Depth**Connection Not Designed**

Horizontal Shear 2.28Vertical Shear 0.00Bolt Group Coefficient 2.00Bolt Group Shear Strength Ratio 0.10 PASSED.Clip Buckling Min Thickness 0.203 PASSED.Clip Weld Fillet Both Sides 0.188 PASSED.Web Rupture Min Thickness na PASSED.

Right Portal Clip Design Right Main Frame Clip Design(1) row of (2) 0.750" A325T **FAILED** Clip Width Greater Than Frame Depth**Connection Not Designed**



Page: 34 of 120


Frame Cross Section: 7

29'-0"

11 27'-8"

E C

1

HFB

1

HFB

X

Y

1

2 3

4

9'-2

3/4

"2


Frame ClearancesHoriz. Clearance between members 1(CX010) and 4(CX010): 26'-0"Vert. Clearance at member 1(CX010): 8'-3"Vert. Clearance at member 4(CX010): 8'-3"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 35 of 120




Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W29 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR11 System 1.000 0.6 MW MW - Wall: 112 System 1.000 0.6 MW MW - Wall: 213 System 1.000 0.6 MW MW - Wall: 314 System 1.000 0.6 MW MW - Wall: 415 System 1.000 0.6 MW MW - Wall: 516 System 1.000 0.6 MW MW - Wall: 617 System 1.000 0.6 MW MW - Wall: 718 System 1.000 0.6 MW MW - Wall: 819 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W121 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W125 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W227 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR35 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+36 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+37 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-38 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-39 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+40 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+41 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-42 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB152 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB153 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB154 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB155 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB360 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3


Page: 36 of 120


61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB362 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB363 System Derived 1.000 0.6 MWB MWB - Wall: 164 System Derived 1.000 0.6 MWB MWB - Wall: 265 System Derived 1.000 0.6 MWB MWB - Wall: 366 System Derived 1.000 0.6 MWB MWB - Wall: 467 System Derived 1.000 0.6 MWB MWB - Wall: 568 System Derived 1.000 0.6 MWB MWB - Wall: 669 System Derived 1.000 0.6 MWB MWB - Wall: 770 System Derived 1.000 0.6 MWB MWB - Wall: 871 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>79 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+80 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-81 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+82 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB84 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB85 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB86 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB87 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB88 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB89 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB90 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB91 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+92 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-93 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+94 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-




Values shown are resisting forces of the foundation.Base Connection Design is Based on 3000.00 (psi) ConcreteReactions - Unfactored Load Type at Frame Cross Section: 7


Grid1 - Grid2 7-E 7-CBase Plate W x L (in.) 8 X 11 8 X 11




SMS> Frm - - - - - - -<SMS Frm - - - - - - -

S> Frm - - - - - - -SD Frm - - - - - - -


Page: 37 of 120


<S Frm - - - - - - -W2> Frm - - - - - - -<W2 Frm - - - - - - -WPL Frm - - - - - - -WPR Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -CU Frm - - - - - - -

W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -


WB1> Brc -0.82 -0.57 -0.82 0.57 - - -<WB1 Brc 0.82 0.56 0.81 -0.56 - - -WB3> Brc -0.77 -0.53 -0.77 0.53 - - -<WB3 Brc 0.77 0.53 0.77 -0.53 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc 1.00 0.69 1.00 -0.69 - - -MWB Brc - - - - - - -MWB Brc -1.00 -0.69 -1.00 0.69 - - -EB> Brc -1.33 -0.91 -1.33 0.91 - - -<EB Brc 1.33 0.91 1.33 -0.91 - - -SMS Frm - - - - - - -




D 0.0 0.0 0.6 0.6CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 38 of 120


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0


WB2> 1.7 1.7 0.0 0.0<WB2 1.6 1.6 0.0 0.0WB4> 1.5 1.5 0.0 0.0<WB4 1.5 1.5 0.0 0.0



(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 7-E 2.29 80 2.40 91 - - - - 1.42 80 1.90 91 - - - -29/0/0 7-C 2.40 79 2.28 92 - - - - 1.42 92 1.90 79 - - - -



0/0/0 7-E 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187529/0/0 7-C 4 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



Load

(k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case0/0/0 2.36 1.91 91 2.33 -1.43 80 2.36 1.91 91 - - - 029/0/0 2.36 1.91 79 2.32 -1.42 92 2.36 1.91 79 - - - 0


Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case0/0/0 0.128 91 0.037 80 - 0 - 0 0.020 91 0.040 80 0.023 91 0.026 91 0.084 9129/0/0 0.128 79 0.037 92 - 0 - 0 0.020 79 0.040 92 0.023 79 0.026 79 0.084 79

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description1 1 S3 8.45 9.500 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12504 1 S3 8.45 9.500 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.1250


Page: 39 of 120



Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.252 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.253 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.254 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25





1 8/8/14 8/8/14 HFB3060 0.000 14 8/8/14 8/8/14 HFB3060 0.000 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 8.48 10.00 83 -1.1 -131.3 0.0 85.5 508.9 121.4 0.261 7.07 10.00 83 -1.3 22.0 0.062 2.58 9.00 83 -0.1 -111.8 0.0 8.1 164.4 97.1 0.692 0.42 9.00 83 1.0 22.1 0.053 2.58 9.00 71 -0.0 -111.8 0.0 8.1 164.5 97.1 0.683 0.42 9.00 71 -1.0 22.1 0.054 8.48 10.00 71 -1.1 -131.2 0.0 85.5 508.9 121.4 0.264 7.07 10.00 71 1.3 22.0 0.06


Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR


Page: 40 of 120


9 System Derived 1.000 60 180 0.42 WB1> WB1>10 System Derived 1.000 60 180 0.42 <WB1 <WB111 System Derived 1.000 60 180 0.42 WB2> WB2>12 System Derived 1.000 60 180 0.42 <WB2 <WB213 System Derived 1.000 60 180 0.42 WB3> WB3>14 System Derived 1.000 60 180 0.42 <WB3 <WB315 System Derived 1.000 60 180 0.42 WB4> WB4>16 System Derived 1.000 60 180 0.42 <WB4 <WB417 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-19 System Derived 1.000 10 0 1.0 EB> EB>20 System Derived 1.000 10 0 1.0 <EB <EB

Controlling Frame Deflection Ratios for Cross Section: 7Description Ratio Deflection (in.) Member Joint Load Case Load Case Description

Max. Horizontal Deflection ( H/534 ) 0.199 4 2 11 WB2>Max. Vertical Deflection for Span 1 ( L/99999 ) 0.000 4 2 16 <WB4




Page: 41 of 120


Secondary - Summary ReportLoads and Codes - Shape: Bldg 1 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)


Wind Load Snow Load Seismic LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mph Ground Snow Load: pg: 5.00 psf Lateral Force Resisting Systems using Equivalent Force

ProcedureThe 'Envelope Procedure' is Used Flat Roof Snow: pf: 3.15 psf Mapped MCE Acceleration: Ss: 94.30 %gPrimaries Wind Exposure: C - Kz: 0.918 Design Snow (Sloped): ps: 2.71 psf Mapped MCE Acceleration: S1: 36.90 %gParts Wind Exposure Factor: 0.918 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - DefaultWind Enclosure: Enclosed Specified Minimum Roof Snow: 5.00 psf (Code) Seismic Importance: Ie: 1.000Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7544Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.4750




Design Load Combinations - PurlinNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS3 System 1.000 1.0 D + 1.0 CG + 1.0 S + 1.0 SD D + CG + S + SD4 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*5 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US16 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1)7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2)8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1> D + CG + <W2 + WB1>9 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1> D + CU + W1> + WB1>10 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB1> D + CG + L + W1> + WB1>11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB1> D + CG + L + <W2 + WB1>12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1> D + CG + S + W1> + WB1>13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1> D + CG + S + <W2 + WB1>14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB115 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB116 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB1 D + CG + L + W1> + <WB117 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB1 D + CG + L + <W2 + <WB118 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB119 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB120 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2>21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2>


Page: 42 of 120


22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D + CG + L + W1> + WB2>23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2>24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2> D + CG + S + W1> + WB2>25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1> + <WB229 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB230 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB231 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB232 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3>33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3>34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> D + CG + L + W1> + WB3>35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3> D + CG + S + W1> + WB3>37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3>38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB339 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB340 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB3 D + CG + L + W1> + <WB341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB342 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB343 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB344 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4>45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4>46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> D + CG + L + W1> + WB4>47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4>48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4> D + CG + S + W1> + WB4>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4>50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB451 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB452 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4 D + CG + L + W1> + <WB453 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB454 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB455 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB456 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+57 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG-58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG-





Page: 43 of 120


Wall: 1

18'-0

"

18'-0" 24'-0" 18'-0"

A EDB

1,1

2,1 2,2 2,3

3,1 3,2 3,3

4,1 4,2 4,3

2W1B02W1B0 2W1B1 2W1B2

7'-6

"3@

5'-0

"

Maximum Secondary Designs for Shape Bldg 1 on Side 1 Detail Exterior Interior Exterior

Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 12,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.51 0.33 0.61 0.00 1 0.33 0.18 0.37 0.00 1 10.52,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.18 0.37 0.00 1 10.5 0.52 0.33 0.61 0.00 1 0.33 0.18 0.37 0.00 1 10.52,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.18 0.37 0.00 1 10.5 0.51 0.33 0.61 0.00 13,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.41 0.26 0.49 0.00 1 0.26 0.14 0.30 0.00 1 10.53,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.26 0.14 0.30 0.00 1 10.5 0.41 0.26 0.49 0.00 1 0.26 0.14 0.30 0.00 1 10.53,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.26 0.14 0.30 0.00 1 10.5 0.41 0.26 0.49 0.00 14,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.39 0.23 0.46 0.00 1 0.25 0.13 0.28 0.00 1 10.54,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.25 0.14 0.28 0.00 1 10.5 0.38 0.26 0.46 0.00 1 0.25 0.14 0.28 0.00 1 10.54,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.25 0.13 0.28 0.00 1 10.5 0.39 0.23 0.46 0.00 1

Maximum Secondary Deflections for Shape Bldg 1 on Side 1Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 0.83 ( L/347 ) 12.00 1 0.42W1>2 1 0.17 ( L/1307 ) 7.00 1 0.42W1>2 2 0.27 ( L/1064 ) 29.88 1 0.42W1>2 3 0.17 ( L/1270 ) 52.88 1 0.42W1>3 1 0.13 ( L/1622 ) 7.00 1 0.42W1>3 2 0.22 ( L/1336 ) 29.88 1 0.42W1>3 3 0.14 ( L/1575 ) 52.88 1 0.42W1>4 1 0.07 ( L/2940 ) 6.50 1 0.42W1>4 2 0.27 ( L/1082 ) 29.88 1 0.42W1>4 3 0.08 ( L/2772 ) 53.38 1 0.42W1>


Page: 44 of 120


Wall: 2

120'-0"

18'-0

"

1 26'-0" 24'-0" 24'-0" 24'-0" 20'-0" 1

6

BL

1

BLCLCL

2

CL

3

CL

4

CL

5

CL

1,12,1

3,1

3,1

4,1 4,2 4,3 4,4 4,5

5,1 5,2 5,3 5,4 5,5

1 11 1

11

11

2W2B1 2W2B2 2W2B3 2W2B4 2W2B5

7'-6

"5'

-0"

5'-6

"


Dimension Key1 1'-0"2 3'-0"3 4'-0"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 12,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 13,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.03 0.03 0.00 14,1 27.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.80 0.44 0.91 0.00 1 0.49 0.24 0.54 0.00 1 10.54,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.49 0.19 0.53 0.00 1 10.5 0.96 0.33 0.82 0.00 2 0.29 0.16 0.33 0.00 1 10.54,3 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.29 0.17 0.34 0.00 1 10.5 0.54 0.34 0.64 0.00 1 0.34 0.18 0.39 0.00 1 10.54,4 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.18 0.38 0.00 1 10.5 0.56 0.33 0.65 0.00 1 0.35 0.18 0.39 0.00 1 10.54,5 21.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.35 0.19 0.39 0.00 1 10.5 0.55 0.35 0.65 0.00 15,1 27.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.83 0.00 0.58 0.00 1 0.40 0.19 0.44 0.00 1 10.55,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.40 0.16 0.43 0.00 1 10.5 0.78 0.27 0.67 0.00 2 0.25 0.13 0.28 0.00 1 10.55,3 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.25 0.14 0.29 0.00 1 10.5 0.46 0.28 0.54 0.00 1 0.29 0.15 0.32 0.00 1 10.55,4 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.29 0.15 0.32 0.00 1 10.5 0.47 0.28 0.54 0.00 1 0.29 0.15 0.33 0.00 1 10.55,5 21.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.29 0.16 0.33 0.00 1 10.5 0.46 0.29 0.55 0.00 1


1 1 - - - - -2 1 - - - - -3 1 - - - - -4 1 0.99 ( L/315 ) 12.50 1 0.42W1>4 2 -0.08 ( L/3521 ) 30.38 1 0.42W1>4 3 0.30 ( L/950 ) 62.88 1 0.42W1>4 4 0.21 ( L/1375 ) 86.88 1 0.42W1>4 5 0.29 ( L/824 ) 110.38 1 0.42W1>5 1 0.78 ( L/398 ) 12.50 1 0.42W1>5 2 0.07 ( L/4109 ) 40.88 1 0.42W1>5 3 0.25 ( L/1150 ) 62.88 1 0.42W1>5 4 0.18 ( L/1626 ) 86.88 1 0.42W1>5 5 0.24 ( L/982 ) 110.38 1 0.42W1>


Page: 45 of 120


Wall: 3

18'-0

"

30'-0" 30'-0"

E ACC

1,1 1,2

2,1 2,2

3,1 3,2

4,1 4,2

6,1

7,1

7,1

2W3B0

33

33

2W3B1

7'-6

"5'

-0"

12

Dimension Key1 2'-8"2 2'-4"3 3'-4 1/2"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 30.00 8.50x0.068 Z Con-60.0 Yes 46.5 0.86 0.00 0.00 0.00 1 0.80 0.23 0.83 0.00 1 46.51,2 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.80 0.23 0.83 0.00 1 46.5 0.83 0.46 0.95 0.00 12,1 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.94 0.28 0.78 0.00 2 0.47 0.16 0.50 0.00 1 10.52,2 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.47 0.16 0.50 0.00 1 10.5 0.94 0.28 0.78 0.00 23,1 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.61 0.18 0.51 0.00 2 0.31 0.11 0.33 0.00 1 10.53,2 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.31 0.11 0.33 0.00 1 10.5 0.61 0.18 0.51 0.00 24,1 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.85 0.27 0.72 0.00 2 0.43 0.16 0.46 0.00 1 10.54,2 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.43 0.16 0.46 0.00 1 10.5 0.85 0.27 0.72 0.00 26,1 3.38 8.50x0.000 WD Sim-*** Yes 0.07,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 1


1 1 0.94 ( L/383 ) 12.00 1 0.42W1>1 2 1.27 ( L/283 ) 47.88 1 0.42W1>2 1 0.79 ( L/454 ) 12.50 1 0.42W1>2 2 0.82 ( L/441 ) 47.38 1 0.42W1>3 1 0.52 ( L/696 ) 12.50 1 0.42W1>3 2 0.53 ( L/677 ) 47.38 1 0.42W1>4 1 0.67 ( L/538 ) 12.50 1 0.42W1>4 2 0.69 ( L/524 ) 47.38 1 0.42W1>5 1 0.05 ( L/2819 ) 6.00 1 0.42W1>5 2 0.05 ( L/2819 ) 18.00 1 0.42W1>6 1 0.00 ( L/0 ) 0.00 0 0.6W1>7 1 - - - - -


Page: 46 of 120



Page: 47 of 120


Wall: 4

120'-0"

18'-0

"

1 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1

1

BL

6

BLCL CL

2

CL

3

CL

4

CL

5

CL

1,1 1,12,1

3,1

3,1

3,1

3,1

4,1

5,1

6,1

7,1 7,1 7,1

8,1

9,1

10,1 10,2 10,3

11,1

12,1

12,1

13,1

14,1

15,1

16,1

17,1

33

33

2W4B1

3 3

33

33

2W4B2

3 3

33

33

2W4B3 2W4B3

3 3

33

33

2W4B4 33

33

2W4B52W4B5

7'-6

"5'

-0"

5'-6

"


Dimension Key1 1'-0"2 3'-4 1/2"3 3'-0"4 4'-0"5 1'-7 1/2"6 1'-3"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 3.38 8.50x0.000 WD Sim-*** Yes 0.02,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.69 0.00 0.00 0.00 13,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 14,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.92 0.00 0.56 0.00 15,1 9.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.04 0.10 0.10 0.00 16,1 9.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.08 0.08 0.00 17,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 18,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 1.01 0.11 0.86 0.00 19,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.91 0.08 0.77 0.00 110,1 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 1.03 0.17 0.65 0.00 110,2 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 110,3 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 0.96 0.00 0.00 0.00 111,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.96 0.09 0.82 0.00 112,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.96 0.09 0.82 0.00 113,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.08 0.09 0.00 114,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.06 0.07 0.00 115,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 116,1 31.00 8.50x0.068 Z Sim-60.0 Yes 0.0 0.83 0.41 0.93 0.00 117,1 31.00 8.50x0.073 Z Sim-60.0 Yes 0.0 0.91 0.25 0.61 0.00 2


1 1 0.00 ( L/0 ) 0.00 0 0.6W1>2 1 0.67 ( L/356 ) 11.00 1 0.42W1>3 1 - - - - -4 1 0.56 ( L/426 ) 11.00 1 0.42W1>5 1 - - - - -6 1 - - - - -7 1 0.00 ( L/6459 ) 8.00 1 0.42W1>8 1 0.65 ( L/319 ) 8.50 1 0.42W1>9 1 0.58 ( L/355 ) 8.50 1 0.42W1>10 1 1.10 ( L/263 ) 12.50 1 0.42W1>10 2 1.09 ( L/263 ) 36.00 1 0.42W1>


Page: 48 of 120


10 3 1.10 ( L/261 ) 60.00 1 0.42W1>11 1 0.62 ( L/334 ) 8.50 1 0.42W1>12 1 0.62 ( L/334 ) 8.50 1 0.42W1>13 1 - - - - -14 1 - - - - -15 1 0.62 ( L/331 ) 8.50 1 0.42W1>16 1 0.84 ( L/373 ) 18.50 1 0.42W1>17 1 0.65 ( L/484 ) 18.50 1 0.42W1>


Page: 49 of 120


Wall: 5

15'-0

"

60'-0"

A E

Opening 2 Opening 4


Page: 50 of 120


Wall: 6

Open

20'-0"

10'-0

"

15'-0

"

7

BL

6



Page: 51 of 120


Wall: 7

Open

10'-0

"

1 29'-0" 29'-0" 1

E AC

Dimension Key1 1'-0"


Page: 52 of 120


Wall: 8

Open

20'-0"

15'-0

"

10'-0

"

6

BL

7



Page: 53 of 120


Roof: A

1'-0" 20'-0" 24'-0" 24'-0" 24'-0" 26'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

2,1 2,2 2,3 2,4 2,5

2,1 2,2 2,3 2,4 2,5

3,1 3,2 3,3 3,4 3,5

X

Y

Maximum Secondary Designs for Shape Bldg 1 on Side A Detail Exterior Interior Exterior

Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 21.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.02 0.05 0.67 0.99 1 0.63 0.33 0.91 0.97 1 22.51,2 24.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.63 0.31 0.91 0.97 1 22.5 0.96 0.53 0.93 0.00 1 0.63 0.31 0.90 0.96 1 22.51,3 24.00 8.50x0.060 Z Con-60.0 Yes 22.5 0.63 0.32 0.90 0.96 1 22.5 0.93 0.54 0.92 0.00 1 0.49 0.25 0.71 0.76 1 22.51,4 24.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.49 0.23 0.71 0.76 1 34.5 0.85 0.34 0.76 0.00 1 0.78 0.24 0.95 0.88 1 34.51,5 27.00 8.50x0.068 Z Con-60.0 Yes 46.5 0.78 0.29 0.95 0.88 1 46.5 0.99 0.00 0.99 0.00 12,1 21.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.02 0.05 0.66 0.98 1 0.65 0.33 0.93 0.98 1 34.52,2 24.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.65 0.32 0.93 0.98 1 34.5 0.93 0.50 1.03 0.00 29 0.63 0.31 0.91 0.96 1 34.52,3 24.00 8.50x0.060 Z Con-60.0 Yes 22.5 0.63 0.32 0.91 0.96 1 22.5 0.18 0.14 0.86 0.00 64 0.49 0.25 0.71 0.76 1 22.52,4 24.00 8.50x0.068 Z Con-60.0 Yes 34.5 0.49 0.23 0.71 0.76 1 34.5 0.81 0.33 0.87 0.00 35 0.72 0.22 0.88 0.81 1 34.52,5 27.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.72 0.26 0.88 0.81 1 46.5 0.84 0.00 0.96 0.00 353,1 21.00 8.50x0.060 EZ Sim-60.0 Yes 0.0 0.49 0.00 0.56 0.00 293,2 24.00 8.50x0.060 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.79 0.00 293,3 24.00 8.50x0.060 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.83 0.00 533,4 24.00 8.50x0.060 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.80 0.00 353,5 27.00 8.50x0.060 EZ Sim-60.0 Yes 0.0 0.83 0.00 0.93 0.00 35

Maximum Secondary Deflections for Shape Bldg 1 on Side ADesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -0.48 ( L/495 ) 9.00 1 1.0L1 2 -0.35 ( L/833 ) 32.88 1 1.0L1 3 -0.53 ( L/547 ) 57.38 1 1.0L1 4 0.15 ( L/1940 ) 88.38 1 1.0L1 5 -1.48 ( L/211 ) 107.38 1 1.0L2 1 -0.47 ( L/512 ) 9.00 1 1.0L2 2 -0.31 ( L/940 ) 32.88 1 1.0L2 3 -0.52 ( L/553 ) 57.38 1 1.0L2 4 0.14 ( L/2111 ) 88.38 1 1.0L2 5 -1.36 ( L/229 ) 107.38 1 1.0L3 1 -0.51 ( L/470 ) 11.00 1 1.0L3 2 -1.07 ( L/270 ) 33.00 1 1.0L3 3 -1.07 ( L/270 ) 57.00 1 1.0L3 4 -1.07 ( L/270 ) 81.00 1 1.0L3 5 -1.46 ( L/213 ) 106.00 1 1.0L


Page: 54 of 120


Purlin Anchorage Forces for Shape Bldg 1, Roof A, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm

WidthAllowable Defl Actual Defl

1 0.060 -17.40 1 6 21.00 N 30.92 0.700 0.0012 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0013 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0014 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.0015 0.068 -17.40 1 6 27.00 N 30.92 0.900 0.002

ReferenceFrm-Line

Located @ Force per Anch.Line(k)

Force perAnchor

Anch. Allow Req'd ARAnchors

ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr

DiaphragmStress Ratio

1(0.00) Frame 0.95D 0.38D (k) 0.54W 2 2, 0 4.473 5.887 0.126 0.028 0.2252(21.00) Frame 2.08D 0.51D (k) 0.58W 3 3, 0 9.804 11.094 0.126 0.031 0.2453(45.00) Frame 2.21D 0.54D (k) 0.58W 3 3, 0 10.422 11.082 0.126 0.031 0.2464(69.00) Frame 2.16D 0.51D (k) 0.60W 3 3, 0 10.165 11.968 0.126 0.031 0.2455(93.00) Frame 2.22D 0.51D (k) 0.62W 3 3, 0 10.444 12.852 0.126 0.032 0.258

6(120.00) Frame 1.14D 0.42D (k) 0.55W 2 2, 0 5.381 6.571 0.126 0.034 0.267


Page: 55 of 120


Roof: B

1'-0" 26'-0" 24'-0" 24'-0" 24'-0" 20'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

2,1 2,2 2,3 2,4 2,5

2,1 2,2 2,3 2,4 2,5

3,1 3,2 3,3 3,4 3,5

X

Y

Maximum Secondary Designs for Shape Bldg 1 on Side B Detail Exterior Interior Exterior


Maximum Secondary Deflections for Shape Bldg 1 on Side BDesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -1.47 ( L/213 ) 12.00 1 1.0L1 2 0.15 ( L/1933 ) 31.88 1 1.0L1 3 -0.52 ( L/550 ) 62.38 1 1.0L1 4 -0.35 ( L/833 ) 86.88 1 1.0L1 5 -0.49 ( L/488 ) 110.88 1 1.0L2 1 -1.35 ( L/231 ) 12.00 1 1.0L2 2 0.14 ( L/2102 ) 31.38 1 1.0L2 3 -0.52 ( L/554 ) 62.38 1 1.0L2 4 -0.31 ( L/933 ) 86.88 1 1.0L2 5 -0.47 ( L/508 ) 110.88 1 1.0L3 1 -1.46 ( L/213 ) 14.00 1 1.0L3 2 -1.07 ( L/270 ) 39.00 1 1.0L3 3 -1.07 ( L/270 ) 63.00 1 1.0L3 4 -1.07 ( L/270 ) 87.00 1 1.0L3 5 -0.51 ( L/470 ) 109.00 1 1.0L


Page: 56 of 120


Purlin Anchorage Forces for Shape Bldg 1, Roof B, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm


1 0.068 -17.40 1 6 27.00 N 30.92 0.900 0.0022 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.0013 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0014 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0015 0.060 -17.40 1 6 21.00 N 30.92 0.700 0.001

ReferenceFrm-Line


Force perAnchor


ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr



6(120.00) Frame 0.95D 0.38D (k) 0.54W 2 2, 0 4.473 5.887 0.126 0.028 0.225


Page: 57 of 120


Roof: C

1'-0" 29'-0" 29'-0" 1'-0"

20'-7

3/8

"

1,1 1,2

1,1 1,2

1,1 1,2

2,1 2,2

3,1 3,2

X

Y

Maximum Secondary Designs for Shape Bldg 1 on Side C Detail Exterior Interior Exterior

Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 30.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.90 0.23 0.76 0.00 1 0.77 0.15 0.80 0.60 1 46.51,2 30.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.77 0.15 0.80 0.60 1 46.5 0.90 0.23 0.76 0.00 12,1 30.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.89 0.18 0.82 0.00 3 0.86 0.11 0.87 0.50 3 46.52,2 30.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.86 0.11 0.87 0.50 3 46.5 0.89 0.18 0.82 0.00 33,1 30.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.75 0.00 273,2 30.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.75 0.00 27

Maximum Secondary Deflections for Shape Bldg 1 on Side CDesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -1.21 ( L/287 ) 12.50 1 1.0L1 2 -1.23 ( L/284 ) 47.38 1 1.0L2 1 -0.87 ( L/401 ) 12.50 1 1.0L2 2 -0.88 ( L/396 ) 47.38 1 1.0L3 1 -1.68 ( L/208 ) 15.50 1 1.0L3 2 -1.68 ( L/208 ) 44.50 1 1.0L

Purlin Anchorage Forces for Shape Bldg 1, Roof C, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm


1 0.088 -20.21 3 4 30.00 N 20.62 1.000 0.0052 0.088 -20.21 3 4 30.00 N 20.62 1.000 0.005

ReferenceFrm-Line


Force perAnchor


ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr


1(0.00) Frame 0.86D 0.47D (k) 0.60W 1 1, 0 4.028 5.146 0.126 0.037 0.2952(30.00) Frame 1.76D 0.67D (k) 0.68W 1 1, 0 8.276 10.079 0.126 0.036 0.2853(60.00) Frame 0.86D 0.47D (k) 0.60W 1 1, 0 4.028 5.146 0.126 0.037 0.295


Page: 58 of 120


Framing - Summary ReportLoads and Codes - Shape: Bldg 1 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)









Page: 59 of 120


Wall: 4, Frame at: 1/0/0Frame Cross Section: 1

30'-0"

18'-0" 24'-0" 18'-0"

E

BL

A

BL

CL

D

CL

B

60'-0"


1

7'-6

"5'

-0"

5'-6

"

GFB

GFB G

FB

GFB

23

3 @ 5'-0"

4

GFB

GFB

GFB

GFB

23

3 @ 5'-0"

4

1

7'-6

"5'

-0"

5'-6

"

18'-0

"5

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

23

4

5 6

78

9

10

11 12

Dimension Key1 8 1/2"2 1'-8 1/8"3 4'-6"4 2 @ 4'-10 1/2"5 25'-6" Ridge Ht.

Frame ClearancesHoriz. Clearance between members 1(DCC001) and 10(DCC001): 57'-2"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 60 of 120



1/0/0 11/0/0 Post & Beam 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2)6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3)7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>8 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS9 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD

10 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD11 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*12 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US113 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>14 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W215 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL16 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR17 System 1.000 0.6 MW MW - Wall: 118 System 1.000 0.6 MW MW - Wall: 219 System 1.000 0.6 MW MW - Wall: 320 System 1.000 0.6 MW MW - Wall: 421 System 1.000 0.6 MW MW - Wall: 522 System 1.000 0.6 MW MW - Wall: 623 System 1.000 0.6 MW MW - Wall: 724 System 1.000 0.6 MW MW - Wall: 825 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>26 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W127 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL28 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR41 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+42 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+43 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-44 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-45 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+50 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+51 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-52 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB158 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB159 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB160 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1


Page: 61 of 120


61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB366 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB367 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB368 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB369 System Derived 1.000 0.6 MWB MWB - Wall: 170 System Derived 1.000 0.6 MWB MWB - Wall: 271 System Derived 1.000 0.6 MWB MWB - Wall: 372 System Derived 1.000 0.6 MWB MWB - Wall: 473 System Derived 1.000 0.6 MWB MWB - Wall: 574 System Derived 1.000 0.6 MWB MWB - Wall: 675 System Derived 1.000 0.6 MWB MWB - Wall: 776 System Derived 1.000 0.6 MWB MWB - Wall: 877 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>85 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+86 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB95 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+96 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.25 0.0600 0.1200 8.50 8.50 17.25 102.1 60.00 60.00 BP SS 2C2 5.00 0.1345 0.1345 9.00 9.00 3.90 39.5 55.00 55.00 SS SS 3P3 5.00 0.1345 0.1345 9.00 9.00 8.92 76.5 55.00 55.00 SS SS 3P4 5.00 0.1345 0.1345 9.00 9.00 5.18 44.4 55.00 55.00 SS SS 3P5 5.00 0.1345 0.1345 9.00 9.00 12.19 108.6 55.00 55.00 SS SP 3P6 5.00 0.1345 0.1345 9.00 9.00 12.19 108.6 55.00 55.00 SP SS 3P7 5.00 0.1345 0.1345 9.00 9.00 5.18 44.4 55.00 55.00 SS SS 3P8 5.00 0.1345 0.1345 9.00 9.00 8.92 76.5 55.00 55.00 SS SS 3P9 5.00 0.1345 0.1345 9.00 9.00 3.90 39.5 55.00 55.00 SS SS 3P

10 5.25 0.0600 0.1200 8.50 8.50 17.25 102.1 60.00 60.00 BP SS 2C11 5.25 0.0680 0.1360 8.50 8.50 20.79 139.5 60.00 60.00 BP SS 2C12 5.25 0.0680 0.1360 8.50 8.50 20.79 139.5 60.00 60.00 BP SS 2C

Total Frame Weight = 1021.3 (p) (Includes all plates)Frame Member Releases

Member Joint 1 Joint 21 No Yes10 No Yes11 No Yes12 No Yes

Boundary Condition SummaryMember X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.)

0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000060/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000018/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000042/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000


Page: 62 of 120



Type Exterior Column Interior Column Interior Column Exterior ColumnX-Loc 0/0/0 18/0/0 42/0/0 60/0/0

Grid1 - Grid2 1-E 1-D 1-B 1-ABase Plate W x L (in.) 8 X 8.5 8 X 8.5 8 X 8.5 8 X 8.5

Base Plate Thickness (in.) 0.313 0.313 0.313 0.313Anchor Rod Qty/Diam. (in.) 2 - 0.750 2 - 0.750 2 - 0.750 2 - 0.750

Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0"Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy

D Frm - 0.31 - - 0.85 - - 0.85 - 0.31 -CG Frm - 0.38 - - 1.27 - - 1.27 - 0.38 -L> Frm - 1.56 - - 4.92 - - 4.92 - 1.56 -<L Frm - 1.56 - - 4.92 - - 4.92 - 1.56 -

ASL^ Frm - -0.40 - - 2.91 - - 2.91 - -0.40 -^ASL Frm - 1.96 - - 2.01 - - 2.01 - 1.96 -SMS> Frm - 0.38 - - 1.27 - - 1.27 - 0.38 -<SMS Frm - 0.38 - - 1.27 - - 1.27 - 0.38 -

S> Frm - 0.21 - - 0.69 - - 0.69 - 0.21 -SD Frm - - - - - - - - - - -<S Frm - 0.21 - - 0.69 - - 0.69 - 0.21 -

US1* Frm - - - - 0.50 - - 1.05 - 0.15 -*US1 Frm - 0.15 - - 1.05 - - 0.50 - - -W2> Frm -1.62 -0.80 - - -3.79 - - -2.41 -0.73 -0.86 -<W2 Frm 0.73 -0.86 - - -2.41 - - -3.79 1.62 -0.80 -WPL Frm 1.14 -1.39 - - -2.87 - - -4.86 -1.14 -2.21 -WPR Frm 1.14 -2.21 - - -4.86 - - -2.87 -1.14 -1.39 -MW Frm - - - - - - - - - - -MW Frm - 0.07 - - -0.36 - - -0.35 1.51 0.65 -MW Frm - - - - - - - - - - -MW Frm -1.51 0.65 - - -0.35 - - -0.36 - 0.07 -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -CU Frm - - - - - - - - - - -

W1> Frm -0.99 -1.56 - 4.07 -5.22 - 4.07 -3.85 -1.36 -1.62 -<W1 Frm 1.36 -1.62 - -3.66 -3.85 - -3.66 -5.22 0.99 -1.56 -

L Frm - 1.56 - - 4.92 - - 4.92 - 1.56 -S Frm - 0.21 - - 0.69 - - 0.69 - 0.21 -

E> Frm -0.04 - - 0.08 - - 0.08 - -0.03 - -EG+ Frm - 0.11 - - 0.36 - - 0.36 - 0.11 -<E Frm 0.04 - - -0.08 - - -0.08 - 0.03 - -EG- Frm - -0.11 - - -0.36 - - -0.36 - -0.11 -

WB1> Brc - - -1.71 - -1.59 - - 1.59 - - -<WB1 Brc - - - - 1.59 1.71 - -1.59 - - -WB3> Brc - - -1.71 - -1.62 - - 1.62 - - -<WB3 Brc - - - - 1.62 1.71 - -1.62 - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - 2.00 2.16 - -2.00 - - -MWB Brc - - - - - - - - - - -MWB Brc - - -2.16 - -2.00 - - 2.00 - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -EB> Brc - - -1.40 - -1.32 - - 1.32 - - -<EB Brc - - - - 1.32 1.40 - -1.32 - - -SMS Frm - 0.38 - - 1.27 - - 1.27 - 0.38 -



D 0.0 0.0 2.3 2.3


Page: 63 of 120


CG 0.0 0.0 3.3 3.3L> 0.0 0.0 13.0 13.0<L 0.0 0.0 13.0 13.0

ASL^ 0.0 0.0 5.0 5.0^ASL 0.0 0.0 7.9 7.9SMS> 0.0 0.0 3.3 3.3<SMS 0.0 0.0 3.3 3.3

S> 0.0 0.0 1.8 1.8SD 0.0 0.0 0.0 0.0<S 0.0 0.0 1.8 1.8

US1* 0.0 0.0 1.7 1.7*US1 0.0 0.0 1.7 1.7W2> 4.4 4.4 7.9 7.9<W2 4.4 4.4 7.9 7.9WPL 0.8 0.8 11.3 11.3WPR 0.8 0.8 11.3 11.3MW 0.0 0.0 0.0 0.0MW 3.8 3.8 0.0 0.0MW 0.0 0.0 0.0 0.0MW 3.8 3.8 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 4.4 4.4 12.2 12.2<W1 4.4 4.4 12.2 12.2

L 0.0 0.0 13.0 13.0S 0.0 0.0 1.8 1.8

E> 1.5 1.5 0.0 0.0EG+ 0.0 0.0 0.9 0.9<E 1.5 1.5 0.0 0.0EG- 0.0 0.0 0.9 0.9



X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load(-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case(k) (k) (k) (k) (k) (k) (in-k) (in-k)

0/0/0 1-E 0.97 13 0.82 26 - - - - 1.14 28 2.66 4 - - - -18/0/0 1-D 2.43 85 - - 2.20 26 2.44 25 3.36 54 7.29 5 - - - -30/0/0 25/6/0 2.48 45 2.48 46 - - - - - - - - - - - -42/0/0 1-B - - 2.43 95 2.20 26 2.44 25 3.37 66 7.29 6 - - - -60/0/0 1-A 0.82 25 0.97 14 - - - - 1.14 27 2.66 4 - - - -




Page: 64 of 120


0/0/0 1-E 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted18/0/0 1-D 11 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted42/0/0 1-B 12 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted60/0/0 1-A 10 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted


X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case

0/0/0 0.97 0.21 13 0.68 -1.14 54 - 2.66 4 - - - 018/0/0 2.44 -2.62 25 0.01 -3.36 54 0.01 7.30 5 1.02 -3.36 0.01 5442/0/0 2.44 -1.80 25 0.01 -3.37 66 0.01 7.29 6 1.02 -3.37 0.01 6660/0/0 0.97 0.21 14 0.68 -1.14 66 - 2.65 4 - - - 0


Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case0/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0

18/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 042/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 060/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S5 0.89 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12504 1 S5 4.82 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12507 1 S5 0.36 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12509 1 S5 3.72 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)5 2 SP 0.250 6.00 12.03 0.500 A325N/PT 3.00 11 Flush 6.43 31 Extended 2.756 1 SP 0.250 6.00 12.03 0.500 A325N/PT 3.00 11 Flush 6.43 31 Extended 2.75

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld5 2 26 1.7 0.1 16.2 AISC DG-16/Thin plate 0.225 0.006 0.338 0.000 0.000 0.006 0.516 0.5166 1 26 1.7 0.1 16.2 AISC DG-16/Thin plate 0.225 0.006 0.338 0.000 0.000 0.006 0.516 0.516

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld5 2 3 0.0 0.0 128.3 AISC DG-16/Thin plate 0.511 0.001 0.991 0.218 0.288 0.001 0.516 0.5166 1 3 0.0 0.0 128.3 AISC DG-16/Thin plate 0.511 0.001 0.991 0.218 0.288 0.001 0.516 0.516


Pinned Connections:Maximum Shear Case Maximum Tension Case Strength Ratios

Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange WebNo. No. Cs (k) (k) Cs (k) (k) Tension Shear V + T Bending Yielding Bearing Weld Weld


3 0/5/0 26/0/10 GFB2033 0.061 44 1/4/7 16/2/2 GFB2033 0.157 35 1/2/5 11/2/2 GFB2033 0.226 55 10/8/5 1/8/2 GFB2033 0.040 36 1/6/0 1/8/2 GFB2033 0.040 36 11/0/0 11/2/2 GFB2033 0.225 67 3/9/11 16/2/2 GFB2033 0.157 3


Page: 65 of 120


8 8/6/1 26/0/10 GFB2033 0.061 4

Top OF Post SummaryX-Loc Grid Top

ReactionConn.Force

Condition Flg MnMoment

Rb AllowShear

Comp FB ForceR1

FB AngleR2

MinPurlin

FB Typ PurlinBearing

Bolt Shear FB/WSFBearing

18/0/0 1-D 2.33 0.58 Std 46.23 2.54 N 0.50 28.14 0.060 GFB 2.52 4.71 3.07N 0.16 28.14 0.060 GFB 2.52 4.71 3.07

42/0/0 1-B 2.33 0.58 Std 46.23 2.54 N 0.50 28.14 0.060 GFB 2.52 4.71 3.07N 0.16 28.14 0.060 GFB 2.52 4.71 3.07


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 7.50 8.50 30 -1.1 -31.8 0.0 7.9 66.6 40.3 0.631 0.00 8.50 13 1.0 5.0 0.202 3.63 9.00 4 -0.3 69.9 0.0 45.9 169.5 39.0 0.422 0.27 9.00 4 2.1 21.6 0.103 2.85 9.00 4 -0.1 94.1 0.0 28.2 169.5 39.0 0.563 8.92 9.00 5 -1.9 21.6 0.094 4.91 9.00 5 0.8 -169.6 0.0 83.1 169.5 39.0 1.014 4.91 9.00 5 -3.3 21.6 0.155 0.00 9.00 5 -0.9 -169.6 0.0 45.7 169.5 39.0 1.015 0.00 9.00 5 3.6 21.6 0.176 12.37 9.00 6 -0.9 -169.7 0.0 45.7 169.5 39.0 1.016 12.37 9.00 6 -3.6 21.6 0.177 0.00 9.00 6 0.8 -169.6 0.0 83.1 169.5 39.0 1.017 0.00 9.00 6 3.3 21.6 0.158 6.07 9.00 4 -0.1 94.1 0.0 28.2 169.5 39.0 0.568 0.00 9.00 6 1.9 21.6 0.099 0.00 9.00 4 -0.3 69.9 0.0 45.9 169.5 39.0 0.429 3.36 9.00 4 -2.1 21.6 0.1010 7.50 8.50 29 -1.1 -31.8 0.0 7.9 66.6 40.3 0.6310 0.00 8.50 14 -1.0 5.0 0.2011 7.50 8.50 25 2.6 -142.6 0.0 70.9 140.8 26.0 1.0111 0.00 8.50 25 -2.4 7.2 0.3412 7.50 8.50 25 1.8 -142.6 0.0 70.9 140.8 31.4 1.0112 0.00 8.50 25 -2.4 7.2 0.34

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 7.50 202.21 150.0 150.0 1.74 1.74 18.44 2.41 3.64 0.72 0.00 0.00 0.00 42.91 1.00 1.00 0.00 -2 3.63 206.25 45.3 45.3 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.46 1.00 1.13 0.713 2.85 206.25 118.5 58.5 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.09 1.00 1.13 0.944 4.91 206.25 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.21 1.00 1.13 1.005 0.00 148.43 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.21 1.00 1.13 0.716 12.37 148.43 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.21 1.00 1.13 0.717 0.00 206.25 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.21 1.00 1.13 1.008 6.07 206.25 118.5 58.5 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.09 1.00 1.13 0.949 0.00 206.25 45.3 45.3 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.46 1.00 1.13 0.7110 7.50 202.21 150.0 150.0 1.74 1.74 18.44 2.41 3.64 0.72 0.00 0.00 0.00 42.91 1.00 1.00 0.00 -11 7.50 256.60 90.0 90.0 1.97 1.97 20.85 2.75 4.38 0.87 0.00 0.00 0.00 48.88 1.00 1.00 0.00 -12 7.50 256.60 90.0 90.0 1.97 1.97 20.85 2.75 4.38 0.87 0.00 0.00 0.00 48.88 1.00 1.00 0.00 -

Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR9 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-


Page: 66 of 120


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/6947 ) -0.030 10 2 6 <W2Max. Vertical Deflection for Span 1 ( L/1867 ) -0.109 3 1 1 LMax. Vertical Deflection for Span 2 ( L/648 ) -0.444 6 1 1 LMax. Vertical Deflection for Span 3 ( L/1867 ) -0.109 9 1 1 L

* Negative horizontal deflection is left* Negative vertical deflection is downLateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partialbase fixity. Therefore, these deflections may be considerably overstated.


Page: 67 of 120



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6

Dimension Key1 8 1/2"2 9"3 1'-8 1/8"4 4'-6"5 2 @ 4'-10 1/2"6 25'-6" Ridge Ht.



Page: 68 of 120


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status21/0/0 22/0/0 Rigid Frame 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD7 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*8 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US19 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>

10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W211 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR13 System 1.000 0.6 MW MW - Wall: 114 System 1.000 0.6 MW MW - Wall: 215 System 1.000 0.6 MW MW - Wall: 316 System 1.000 0.6 MW MW - Wall: 417 System 1.000 0.6 MW MW - Wall: 518 System 1.000 0.6 MW MW - Wall: 619 System 1.000 0.6 MW MW - Wall: 720 System 1.000 0.6 MW MW - Wall: 821 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>22 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W123 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W127 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W229 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W133 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W235 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-45 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.00 0.2500 0.1345 12.00 26.00 17.44 299.0 55.00 55.00 BP KN 3P2 5.00 0.2500 0.1345 25.00 11.00 15.19 280.5 55.00 55.00 KN SS 3P3 5.00 0.1875 0.1345 11.00 16.00 15.00 194.7 55.00 55.00 SS SP 3P4 5.00 0.1875 0.1345 16.00 12.00 15.00 198.0 55.00 55.00 SP SS 3P5 5.00 0.2500 0.1345 12.00 25.00 15.19 283.5 55.00 55.00 SS KN 3P6 5.00 0.2500 0.1345 12.00 26.00 17.44 299.0 55.00 55.00 BP KN 3P



Page: 69 of 120





Grid1 - Grid2 2-E 2-ABase Plate W x L (in.) 8 X 13 8 X 13



D Frm 0.88 2.04 -0.88 2.04 - - -CG Frm 1.64 3.30 -1.64 3.30 - - -L> Frm 3.94 7.92 -3.94 7.92 - - -<L Frm 3.94 7.92 -3.94 7.92 - - -

SMS> Frm 1.64 3.30 -1.64 3.30 - - -<SMS Frm 1.64 3.30 -1.64 3.30 - - -

S> Frm 0.89 1.79 -0.89 1.79 - - -SD Frm - - - - - - -<S Frm 0.89 1.79 -0.89 1.79 - - -

US1* Frm 0.99 1.31 -0.99 2.07 - - -*US1 Frm 1.00 2.07 -1.00 1.31 - - -W2> Frm -6.98 -7.06 0.21 -3.78 - - -<W2 Frm -0.25 -3.78 7.02 -7.06 - - -WPL Frm -2.31 -8.37 1.25 -9.79 - - -WPR Frm -1.30 -9.79 2.36 -8.37 - - -MW Frm - - - - - - -MW Frm 1.85 1.37 5.81 -1.37 - - -MW Frm - - - - - - -MW Frm -5.73 -1.37 -1.92 1.37 - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -CU Frm - - - - - - -

W1> Frm -7.63 -11.43 0.86 -8.15 - - -<W1 Frm -0.89 -8.15 7.66 -11.43 - - -

L Frm 3.94 7.92 -3.94 7.92 - - -S Frm 0.89 1.79 -0.89 1.79 - - -

E> Frm -1.46 -1.16 -1.50 1.16 - - -EG+ Frm 0.47 0.94 -0.47 0.94 - - -<E Frm 1.46 1.16 1.50 -1.16 - - -EG- Frm -0.47 -0.94 0.47 -0.94 - - -SMS Frm 1.64 3.30 -1.64 3.30 - - -



D 0.0 0.0 4.2 4.1CG 0.0 0.0 6.6 6.6L> 0.0 0.0 15.8 15.8<L 0.0 0.0 15.8 15.8

SMS> 0.0 0.0 6.6 6.6<SMS 0.0 0.0 6.6 6.6

S> 0.0 0.0 3.6 3.6SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.6 3.6

US1* 0.0 0.0 3.4 3.4*US1 0.0 0.0 3.4 3.4W2> 6.8 6.8 10.8 10.8<W2 6.8 6.8 10.8 10.8


Page: 70 of 120


WPL 1.1 1.1 18.2 18.2WPR 1.1 1.1 18.2 18.2MW 0.0 0.0 0.0 0.0MW 7.7 7.7 0.0 0.0MW 0.0 0.0 0.0 0.0MW 7.7 7.7 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.8 6.8 19.6 19.6<W1 6.8 6.8 19.6 19.6

L 0.0 0.0 15.8 15.8S 0.0 0.0 3.6 3.6

E> 3.0 3.0 0.0 0.0EG+ 0.0 0.0 1.9 1.9<E 3.0 3.0 0.0 0.0EG- 0.0 0.0 1.9 1.9SMS 0.0 0.0 6.6 6.6



0/0/0 2-E 4.05 21 6.47 1 - - - - 5.64 21 13.26 1 - - - -60/0/0 2-A 6.47 1 4.07 22 - - - - 5.63 22 13.26 1 - - - -



0/0/0 2-E 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187560/0/0 2-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



0/0/0 6.54 13.32 2 4.05 -5.62 21 6.54 13.32 2 - - - 060/0/0 6.54 13.29 1 4.06 -5.61 22 6.54 13.29 1 - - - 0


Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case0/0/0 0.355 2 0.146 21 - 0 - 0 0.116 2 0.212 21 0.214 2 0.191 2 0.203 2

60/0/0 0.355 1 0.146 22 - 0 - 0 0.116 1 0.212 22 0.214 1 0.191 1 0.203 1

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S9 2.23 24.856 184.80 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.12505 1 S9 12.97 24.878 184.97 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.375 6.00 31.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.002 1 KN(Top) 0.375 6.00 31.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.003 2 SP 0.375 6.00 17.48 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.504 1 SP 0.375 6.00 17.48 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.505 2 KN(Top) 0.375 6.00 31.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.00


Page: 71 of 120


6 2 KN(Top) 0.375 6.00 31.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.00

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 2 -13.5 6.1 1170.4 AISC DG-16/Thin plate 0.336 0.050 0.926 0.380 0.561 0.040 0.900 0.5162 1 2 -13.5 6.1 1170.4 AISC DG-16/Thin plate 0.336 0.050 0.926 0.380 0.561 0.040 0.900 0.5163 2 21 3.9 0.7 72.1 AISC DG-16/Thin plate 0.219 0.015 0.354 0.000 0.000 0.024 0.719 0.5164 1 21 3.9 0.7 72.1 AISC DG-16/Thin plate 0.219 0.015 0.354 0.000 0.000 0.024 0.719 0.5165 2 1 -13.5 6.1 1170.2 AISC DG-16/Thin plate 0.336 0.050 0.927 0.380 0.561 0.040 0.900 0.5166 2 1 -13.5 6.1 1170.2 AISC DG-16/Thin plate 0.336 0.050 0.927 0.380 0.561 0.040 0.900 0.516

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 21 5.7 2.3 577.3 AISC DG-16/Thin plate 0.388 0.031 0.793 0.270 0.399 0.030 0.959 0.5162 1 21 5.7 2.3 577.3 AISC DG-16/Thin plate 0.388 0.031 0.793 0.270 0.399 0.030 0.959 0.5163 2 2 -6.4 1.3 298.0 AISC DG-16/Thin plate 0.517 0.027 0.835 0.000 0.000 0.044 0.719 0.5164 1 2 -6.4 1.3 298.0 AISC DG-16/Thin plate 0.517 0.027 0.835 0.000 0.000 0.044 0.719 0.5165 2 22 5.7 2.3 580.7 AISC DG-16/Thin plate 0.390 0.031 0.797 0.270 0.399 0.030 0.959 0.5166 2 22 5.7 2.3 580.7 AISC DG-16/Thin plate 0.390 0.031 0.797 0.270 0.399 0.030 0.959 0.516



1 7/6/0 7/6/0 GFB2081 0.767 21 12/6/0 12/6/0 (2)GFB3000 0.515 22 4/3/13 26/0/10 (2)GFB3000 0.470 22 14/2/5 16/2/2 GFB2050 0.327 23 4/0/0 11/2/2 GFB2050 0.191 13 13/6/0 1/8/2 GFB2063 0.103 14 1/6/0 1/8/2 GFB2063 0.108 24 11/0/0 11/2/2 GFB2050 0.193 25 6/0/0 21/2/2 GFB2081 0.551 15 10/10/8 26/0/10 (2)GFB3000 0.466 16 7/6/0 7/6/0 GFB2081 0.766 16 12/6/0 12/6/0 (2)GFB3000 0.515 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 15.85 26.00 2 -13.5 -1170.4 0.0 92.4 1330.0 95.8 0.951 15.85 26.00 2 -6.1 21.3 0.292 0.84 25.00 2 -9.5 -1135.1 0.0 95.4 1277.9 95.6 0.942 0.84 25.00 2 9.7 21.3 0.463 9.00 14.07 1 -6.9 316.9 0.0 37.0 478.9 53.5 0.753 0.00 11.00 2 4.7 21.6 0.224 5.83 14.45 2 -6.9 318.3 0.0 36.6 492.1 53.1 0.744 14.83 12.00 1 -4.7 21.6 0.225 13.49 25.00 1 -9.4 -1134.5 0.0 95.4 1277.9 95.6 0.945 13.49 25.00 1 -9.8 21.3 0.466 15.85 26.00 1 -13.5 -1170.2 0.0 92.4 1330.0 95.8 0.956 15.85 26.00 1 6.1 21.3 0.29

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 15.85 190.22 40.1 40.1 5.93 1.25 600.28 5.21 46.18 2.09 54.05 3.24 0.07 864.22 1.09 0.93 1.00 0.552 0.84 339.94 19.3 19.3 5.80 1.25 547.70 5.21 43.82 2.09 51.12 3.24 0.07 798.37 1.00 0.94 1.00 0.553 9.00 339.94 114.0 60.0 3.72 0.94 119.10 3.91 16.93 1.56 19.32 2.41 0.03 188.29 1.13 1.00 1.09 0.824 5.83 339.89 114.0 54.0 3.77 0.94 126.70 3.91 17.53 1.56 20.04 2.41 0.03 198.92 1.00 1.00 1.08 0.815 13.49 339.89 31.3 31.3 5.80 1.25 547.70 5.21 43.82 2.09 51.12 3.24 0.07 798.37 1.12 0.94 1.00 0.556 15.85 190.22 40.1 40.1 5.93 1.25 600.28 5.21 46.18 2.09 54.05 3.24 0.07 864.22 1.09 0.93 1.00 0.55


Page: 72 of 120



10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/273 ) 0.730 1 2 3 W1>Max. Vertical Deflection for Span 1 ( L/435 ) -1.553 4 1 1 L




Page: 73 of 120



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




Page: 74 of 120




10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W211 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR13 System 1.000 0.6 MW MW - Wall: 114 System 1.000 0.6 MW MW - Wall: 215 System 1.000 0.6 MW MW - Wall: 316 System 1.000 0.6 MW MW - Wall: 417 System 1.000 0.6 MW MW - Wall: 518 System 1.000 0.6 MW MW - Wall: 619 System 1.000 0.6 MW MW - Wall: 720 System 1.000 0.6 MW MW - Wall: 821 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>22 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W123 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W127 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W229 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W133 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W235 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-45 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB154 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB155 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB156 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB157 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>


Page: 75 of 120


61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB362 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB363 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB364 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB365 System Derived 1.000 0.6 MWB MWB - Wall: 166 System Derived 1.000 0.6 MWB MWB - Wall: 267 System Derived 1.000 0.6 MWB MWB - Wall: 368 System Derived 1.000 0.6 MWB MWB - Wall: 469 System Derived 1.000 0.6 MWB MWB - Wall: 570 System Derived 1.000 0.6 MWB MWB - Wall: 671 System Derived 1.000 0.6 MWB MWB - Wall: 772 System Derived 1.000 0.6 MWB MWB - Wall: 873 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>81 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+82 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB84 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB85 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB86 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB87 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB88 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB89 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB90 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB91 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+92 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-










SMS> Frm 1.86 3.60 -1.86 3.60 - - -<SMS Frm 1.86 3.60 -1.86 3.60 - - -

S> Frm 1.01 1.95 -1.01 1.95 - - -SD Frm - - - - - - -


Page: 76 of 120


<S Frm 1.01 1.95 -1.01 1.95 - - -US1* Frm 1.14 1.43 -1.14 2.26 - - -*US1 Frm 1.14 2.26 -1.14 1.43 - - -W2> Frm -7.23 -7.03 0.29 -3.71 - - -<W2 Frm -0.29 -3.71 7.23 -7.03 - - -WPL Frm -2.37 -8.71 1.31 -10.12 - - -WPR Frm -1.31 -10.12 2.37 -8.71 - - -MW Frm - - - - - - -MW Frm 2.00 1.49 6.35 -1.49 - - -MW Frm - - - - - - -MW Frm -6.35 -1.49 -2.00 1.49 - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -CU Frm - - - - - - -

W1> Frm -7.98 -11.80 1.04 -8.49 - - -<W1 Frm -1.04 -8.49 7.98 -11.80 - - -

L Frm 4.46 8.64 -4.46 8.64 - - -S Frm 1.01 1.95 -1.01 1.95 - - -

E> Frm -1.62 -1.26 -1.61 1.26 - - -EG+ Frm 0.53 1.03 -0.53 1.03 - - -<E Frm 1.62 1.26 1.61 -1.26 - - -EG- Frm -0.53 -1.03 0.53 -1.03 - - -

WB1> Brc - - - - - - -<WB1 Brc - - - - - - -WB3> Brc - - - - - - -<WB3 Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -EB> Brc - - - - - - -<EB Brc - - - - - - -SMS Frm 1.86 3.60 -1.86 3.60 - - -



D 0.0 0.0 4.5 4.4CG 0.0 0.0 7.2 7.2L> 0.0 0.0 17.3 17.3<L 0.0 0.0 17.3 17.3

SMS> 0.0 0.0 7.2 7.2<SMS 0.0 0.0 7.2 7.2

S> 0.0 0.0 3.9 3.9SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.9 3.9

US1* 0.0 0.0 3.7 3.7*US1 0.0 0.0 3.7 3.7W2> 6.9 6.9 10.7 10.7<W2 6.9 6.9 10.7 10.7WPL 1.1 1.1 18.8 18.8WPR 1.1 1.1 18.8 18.8MW 0.0 0.0 0.0 0.0MW 8.4 8.4 0.0 0.0MW 0.0 0.0 0.0 0.0MW 8.4 8.4 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 77 of 120


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.9 6.9 20.3 20.3<W1 6.9 6.9 20.3 20.3

L 0.0 0.0 17.3 17.3S 0.0 0.0 3.9 3.9

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.1 2.1<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.1 2.1




0/0/0 3-E 4.20 21 7.29 1 - - - - 5.77 21 14.43 1 - - - -60/0/0 3-A 7.29 1 4.20 22 - - - - 5.77 22 14.43 1 - - - -






0/0/0 7.38 14.49 2 4.20 -5.75 21 7.38 14.49 2 - - - 060/0/0 7.38 14.46 1 4.20 -5.75 22 7.38 14.46 1 - - - 0



60/0/0 0.400 1 0.150 22 - 0 - 0 0.126 1 0.217 22 0.233 1 0.226 1 0.225 1

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 *** MUST Use Alternate Web Thick.= 0.1875 * * * *2 2 S9 1.97 27.044 201.07 N/A N/A 0.3125 3.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.12505 *** MUST Use Alternate Web Thick.= 0.1875 * * * *5 2 S9 13.22 27.044 201.07 N/A N/A 0.3125 3.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1250



Page: 78 of 120


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.500 6.00 26.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 19.222 1 KN(Top) 0.500 6.00 26.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 19.223 2 SP 0.375 6.00 13.37 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.504 1 SP 0.375 6.00 13.37 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.505 2 KN(Top) 0.500 6.00 26.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 19.226 2 KN(Top) 0.500 6.00 26.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 19.22








Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/


Page: 79 of 120


No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 15.53 186.33 36.3 36.3 6.13 1.56 527.71 6.51 45.89 2.61 52.28 4.01 0.12 838.35 1.08 0.96 1.00 0.642 3.61 344.28 118.6 118.6 5.77 1.25 538.43 5.21 43.39 2.09 50.59 3.23 0.07 786.66 1.66 0.94 1.00 0.673 9.00 344.28 114.0 60.0 3.49 0.94 89.24 3.91 14.41 1.56 16.29 2.40 0.03 145.50 1.16 1.00 1.12 0.854 5.88 344.28 114.0 54.0 3.49 0.94 89.24 3.91 14.41 1.56 16.29 2.40 0.03 145.50 1.01 1.00 1.12 0.855 13.81 344.28 35.2 35.2 6.20 1.25 714.40 5.21 51.03 2.09 60.12 3.25 0.07 1003.76 1.12 0.90 1.00 0.526 15.53 186.33 36.3 36.3 6.13 1.56 527.71 6.51 45.89 2.61 52.28 4.01 0.12 838.35 1.08 0.96 1.00 0.64


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/280 ) -0.704 6 2 4 <W1Max. Vertical Deflection for Span 1 ( L/390 ) -1.739 4 1 1 L




Page: 80 of 120



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




Page: 81 of 120






Page: 82 of 120












SMS> Frm 1.86 3.60 -1.86 3.60 - - -<SMS Frm 1.86 3.60 -1.86 3.60 - - -

S> Frm 1.01 1.95 -1.01 1.95 - - -SD Frm - - - - - - -


Page: 83 of 120



W1> Frm -7.98 -11.80 1.04 -8.49 - - -<W1 Frm -1.04 -8.49 7.98 -11.80 - - -

L Frm 4.46 8.64 -4.46 8.64 - - -S Frm 1.01 1.95 -1.01 1.95 - - -





D 0.0 0.0 4.5 4.4CG 0.0 0.0 7.2 7.2L> 0.0 0.0 17.3 17.3<L 0.0 0.0 17.3 17.3

SMS> 0.0 0.0 7.2 7.2<SMS 0.0 0.0 7.2 7.2

S> 0.0 0.0 3.9 3.9SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.9 3.9



Page: 84 of 120


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.9 6.9 20.3 20.3<W1 6.9 6.9 20.3 20.3

L 0.0 0.0 17.3 17.3S 0.0 0.0 3.9 3.9

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.1 2.1<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.1 2.1




0/0/0 4-E 4.20 21 7.29 1 - - - - 5.77 21 14.43 1 - - - -60/0/0 4-A 7.29 1 4.20 22 - - - - 5.77 22 14.43 1 - - - -






0/0/0 7.38 14.49 2 4.20 -5.75 21 7.38 14.49 2 - - - 060/0/0 7.38 14.46 1 4.20 -5.75 22 7.38 14.46 1 - - - 0



60/0/0 0.400 1 0.150 22 - 0 - 0 0.126 1 0.217 22 0.233 1 0.226 1 0.225 1




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Page: 86 of 120




10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-






Page: 87 of 120



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




Page: 88 of 120








Page: 89 of 120









SMS> Frm 1.96 3.75 -1.96 3.75 - - -<SMS Frm 1.96 3.75 -1.96 3.75 - - -

S> Frm 1.06 2.03 -1.06 2.03 - - -SD Frm - - - - - - -<S Frm 1.06 2.03 -1.06 2.03 - - -


W1> Frm -8.54 -12.71 1.34 -9.18 - - -<W1 Frm -1.34 -9.18 8.54 -12.71 - - -

L Frm 4.70 9.00 -4.70 9.00 - - -S Frm 1.06 2.03 -1.06 2.03 - - -




D 0.0 0.0 4.6 4.5CG 0.0 0.0 7.5 7.5L> 0.0 0.0 18.0 18.0<L 0.0 0.0 18.0 18.0

SMS> 0.0 0.0 7.5 7.5<SMS 0.0 0.0 7.5 7.5

S> 0.0 0.0 4.1 4.1SD 0.0 0.0 0.0 0.0<S 0.0 0.0 4.1 4.1

US1* 0.0 0.0 3.9 3.9*US1 0.0 0.0 3.9 3.9W2> 7.2 7.2 11.9 11.9<W2 7.2 7.2 11.9 11.9


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W1> 7.2 7.2 21.9 21.9<W1 7.2 7.2 21.9 21.9

L 0.0 0.0 18.0 18.0S 0.0 0.0 4.1 4.1

E> 3.4 3.4 0.0 0.0EG+ 0.0 0.0 2.1 2.1<E 3.4 3.4 0.0 0.0EG- 0.0 0.0 2.1 2.1SMS 0.0 0.0 7.5 7.5



0/0/0 5-E 4.52 21 7.67 1 - - - - 6.27 21 15.01 1 - - - -60/0/0 5-A 7.67 1 4.52 22 - - - - 6.27 22 15.01 1 - - - -






0/0/0 7.79 15.08 2 4.51 -6.25 21 7.79 15.08 2 - - - 060/0/0 7.79 15.04 1 4.51 -6.25 22 7.79 15.04 1 - - - 0



60/0/0 0.422 1 0.163 22 - 0 - 0 0.131 1 0.236 22 0.242 1 0.235 1 0.237 1



Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.222 1 KN(Top) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.223 2 SP 0.375 6.00 13.69 0.750 A325N/PT 3.00 11 Flush 7.00 31 Extended 3.25


Page: 91 of 120


4 1 SP 0.375 6.00 13.69 0.750 A325N/PT 3.00 11 Flush 7.00 31 Extended 3.255 2 KN(Top) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.226 2 KN(Top) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.22










Page: 92 of 120


5 13.62 342.18 32.9 32.9 6.13 1.56 527.71 6.51 45.89 2.61 52.28 4.01 0.12 838.35 1.11 0.96 1.00 0.646 15.98 191.75 41.7 41.7 6.27 1.56 581.53 6.52 48.46 2.61 55.38 4.01 0.12 913.91 1.09 0.95 1.00 0.63


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/245 ) 0.816 1 2 3 W1>Max. Vertical Deflection for Span 1 ( L/325 ) -2.084 4 1 1 L




Page: 93 of 120



30'-0"

30'-0" 30'-0"

E

BL

A

BL

CL

C

60'-0"

1

GFB

7'-6

"5'

-0"

5'-6

"

GFB

GFB G

FB

HFB

23

3 @ 5'-0"

4

HFB

GFB

GFB

GFB

23

3 @ 5'-0"

4

1

GFB

18'-0

"5

X

Y (2)GFB

(2)GFB

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3

4 5

6

7

8

9


Frame ClearancesHoriz. Clearance between members 1(CX004) and 8(CX005): 56'-3"Vert. Clearance at member 1(CX004): 16'-6 3/16"Vert. Clearance at member 8(CX005): 16'-6 3/16"Vert. Clearance at member 9(EPX001): 21'-5 7/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 94 of 120


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status119/0/0 14/0/0 CB Frame - 30' IC Spacing 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>6 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS7 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD8 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD9 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*

10 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US111 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W213 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR15 System 1.000 0.6 MW MW - Wall: 116 System 1.000 0.6 MW MW - Wall: 217 System 1.000 0.6 MW MW - Wall: 318 System 1.000 0.6 MW MW - Wall: 419 System 1.000 0.6 MW MW - Wall: 520 System 1.000 0.6 MW MW - Wall: 621 System 1.000 0.6 MW MW - Wall: 722 System 1.000 0.6 MW MW - Wall: 823 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>24 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W125 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL26 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W129 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W231 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W135 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W237 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR39 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+40 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+41 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-42 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-43 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-47 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+48 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+49 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-50 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.00 0.1345 0.1345 12.00 14.00 17.43 194.8 55.00 55.00 BP KN 3P2 5.00 0.1345 0.1644 14.00 11.00 10.19 132.7 55.00 55.00 KN SS 3P3 5.00 0.1345 0.1644 11.00 11.00 10.00 114.6 55.00 55.00 SS SP 3P4 6.00 0.2500 0.1875 11.00 38.59 10.00 260.3 55.00 55.00 SP SS 3P5 6.00 0.2500 0.1875 38.59 11.00 10.00 260.3 55.00 55.00 SS SP 3P6 5.00 0.1345 0.1644 11.00 11.00 10.00 114.6 55.00 55.00 SP SS 3P


Page: 95 of 120


7 5.00 0.1345 0.1644 11.00 14.00 10.19 132.7 55.00 55.00 SS KN 3P8 5.00 0.1345 0.1345 12.00 14.00 17.43 194.8 55.00 55.00 BP KN 3P9 5.00 0.1875 0.1644 10.00 10.00 21.46 268.0 55.00 55.00 BP CP 3P


Member Joint 1 Joint 29 No Yes


1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00008 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00009 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000


Type Exterior Column Interior Column Exterior ColumnX-Loc 0/0/0 30/0/0 60/0/0

Grid1 - Grid2 6-E 6-C 6-ABase Plate W x L (in.) 8 X 13 8 X 11 8 X 13

Base Plate Thickness (in.) 0.375 0.375 0.375Anchor Rod Qty/Diam. (in.) 4 - 0.750 4 - 0.750 4 - 0.750

Column Base Elev. 100'-0" 100'-0" 100'-0"Load Type Desc. Hx Vy Hx Hz Vy Hx Vy

D Frm 0.06 1.04 - -0.01 2.79 -0.06 1.04 - -CG Frm 0.10 1.54 - -0.03 4.19 -0.10 1.54 - -L> Frm 0.30 5.20 - -0.06 11.38 -0.30 5.20 - -<L Frm 0.30 5.20 - -0.06 11.38 -0.30 5.20 - -

ASL^ Frm 0.17 -0.45 - - 4.11 -0.17 3.03 - -^ASL Frm 0.17 3.03 - - 4.11 -0.17 -0.45 - -SMS> Frm 0.10 1.54 - -0.03 4.19 -0.10 1.54 - -<SMS Frm 0.10 1.54 - -0.03 4.19 -0.10 1.54 - -

S> Frm 0.05 0.88 - -0.02 2.37 -0.05 0.88 - -SD Frm -0.04 2.57 - -0.10 5.66 0.04 2.57 - -<S Frm 0.05 0.88 - -0.02 2.37 -0.05 0.88 - -

US1* Frm 0.04 0.05 - - 1.58 -0.04 0.53 - -*US1 Frm 0.04 0.53 - - 1.58 -0.04 0.05 - -W2> Frm -2.56 -3.76 - 0.30 -7.48 -1.21 -1.53 - -<W2 Frm 1.23 -2.26 - 0.51 -8.41 2.55 -4.49 - -WPL Frm 0.41 -5.34 - 0.85 -10.96 -1.32 -6.55 - -WPR Frm 1.31 -5.49 - 0.53 -9.55 -0.39 -4.28 - -MW Frm - - - - - - - - -MW Frm 1.48 1.31 - - -0.99 3.04 -0.32 - -MW Frm - - - - - - - - -MW Frm -3.04 -0.32 - - -0.99 -1.48 1.31 - -MW Frm - - - - - - - - -MW Frm 0.30 0.28 - - -0.27 1.38 - - -MW Frm 0.01 -0.82 - -2.11 -1.50 -0.01 -0.82 - -MW Frm -1.38 - - - -0.27 -0.30 0.28 - -CU Frm - - - - - - - - -

W1> Frm -2.01 -6.07 - 6.81 -11.66 -1.76 -3.85 - -<W1 Frm 1.78 -4.57 - -4.69 -12.60 2.00 -6.80 - -

L Frm 0.30 5.20 - -0.06 11.38 -0.30 5.20 - -S Frm 0.05 0.88 - -0.02 2.37 -0.05 0.88 - -

E> Frm -0.95 -0.56 - 0.55 0.29 -0.93 0.89 - -EG+ Frm 0.03 0.44 - - 1.10 -0.03 0.44 - -<E Frm 0.95 0.56 - -0.55 -0.29 0.93 -0.89 - -EG- Frm -0.03 -0.44 - - -1.10 0.03 -0.44 - -SMS Frm 0.10 1.54 - -0.03 4.19 -0.10 1.54 - -



D 0.0 0.0 5.0 4.9


Page: 96 of 120


CG 0.0 0.0 7.3 7.3L> 0.0 0.0 21.8 21.8<L 0.0 0.0 21.8 21.8

ASL^ 0.0 0.0 6.7 6.7^ASL 0.0 0.0 6.7 6.7SMS> 0.0 0.0 7.3 7.3<SMS 0.0 0.0 7.3 7.3

S> 0.0 0.0 4.1 4.1SD 0.0 0.0 10.8 10.8<S 0.0 0.0 4.1 4.1


W1> 3.8 3.8 21.5 21.6<W1 3.8 3.8 23.9 24.0

L 0.0 0.0 21.8 21.8S 0.0 0.0 4.1 4.1

E> 1.9 1.9 0.6 0.6EG+ 0.0 0.0 2.0 2.0<E 1.9 1.9 0.6 0.6EG- 0.0 0.0 2.0 2.0SMS 0.0 0.0 7.3 7.3



0/0/0 6-E 1.82 18 1.83 44 - - - - 3.02 23 7.78 1 - - - -30/0/0 6-C - - - - 2.82 24 4.08 23 5.89 24 18.35 1 - - - -60/0/0 6-A 1.81 43 1.82 16 - - - - 3.46 24 7.78 1 - - - -



0/0/0 6-E 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187530/0/0 6-C 9 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187560/0/0 6-A 8 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



0/0/0 1.85 -0.23 18 1.17 -3.00 23 0.49 7.82 2 - - - 030/0/0 4.03 -5.27 23 2.77 -5.85 24 0.08 18.36 1 - - - 060/0/0 1.85 -0.23 16 1.15 -3.43 24 0.49 7.81 1 - - - 0




Page: 97 of 120


30/0/0 0.218 23 0.152 24 - 0 - 0 0.189 1 0.182 24 0.349 1 0.231 1 0.203 160/0/0 0.100 16 0.089 24 - 0 - 0 0.068 1 0.130 24 0.126 1 0.084 1 0.084 1

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S9 1.20 14.410 87.65 N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12504 1 S2 10.01 40.532 216.17 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.12507 1 S9 8.99 14.410 87.65 N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12509 1 S5 14.03 9.625 58.55 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.252 1 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.253 2 SP 0.375 6.00 14.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 7.634 1 SP 0.375 6.00 14.34 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 7.635 2 SP 0.375 6.00 14.34 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 7.506 1 SP 0.375 6.00 14.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 7.507 2 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.258 2 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.259 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 48 -2.9 1.7 350.4 AISC DG-16/Thin plate 0.366 0.023 0.785 0.234 0.346 0.021 0.831 0.6312 1 48 -2.9 1.7 350.4 AISC DG-16/Thin plate 0.366 0.023 0.785 0.234 0.346 0.021 0.831 0.6313 2 3 -0.1 1.4 188.7 AISC DG-16/Thin plate 0.268 0.019 0.581 0.324 0.479 0.018 0.604 0.7194 1 3 -0.1 1.4 188.7 AISC DG-16/Thin plate 0.268 0.019 0.581 0.324 0.479 0.018 0.604 0.7195 2 4 -0.3 1.4 189.1 AISC DG-16/Thin plate 0.268 0.018 0.576 0.324 0.479 0.018 0.959 0.7196 1 4 -0.3 1.4 189.1 AISC DG-16/Thin plate 0.268 0.018 0.576 0.324 0.479 0.018 0.959 0.7197 2 47 -2.9 1.7 352.2 AISC DG-16/Thin plate 0.368 0.023 0.789 0.235 0.347 0.021 0.835 0.6318 2 47 -2.9 1.7 352.2 AISC DG-16/Thin plate 0.368 0.023 0.789 0.235 0.347 0.021 0.835 0.631

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 49 1.1 1.5 306.9 AISC DG-16/Thin plate 0.349 0.020 0.747 0.222 0.329 0.019 0.790 0.6312 1 49 1.1 1.5 306.9 AISC DG-16/Thin plate 0.349 0.020 0.747 0.222 0.329 0.019 0.790 0.6313 2 25 1.8 0.7 80.0 AISC DG-16/Thin plate 0.301 0.014 0.488 0.000 0.000 0.022 0.516 0.7194 1 25 1.8 0.7 80.0 AISC DG-16/Thin plate 0.301 0.014 0.488 0.000 0.000 0.022 0.516 0.7195 2 26 1.9 0.5 80.6 AISC DG-16/Thin plate 0.306 0.009 0.489 0.000 0.000 0.015 0.959 0.7196 1 26 1.9 0.5 80.6 AISC DG-16/Thin plate 0.306 0.009 0.489 0.000 0.000 0.015 0.959 0.7197 2 50 1.1 1.5 308.7 AISC DG-16/Thin plate 0.351 0.020 0.751 0.224 0.331 0.019 0.795 0.6318 2 50 1.1 1.5 308.7 AISC DG-16/Thin plate 0.351 0.020 0.751 0.224 0.331 0.019 0.795 0.631



Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange WebNo. No. Cs (k) (k) Cs (k) (k) Tension Shear V + T Bending Yielding Bearing Weld Weld9 2 23 4.1 3.6 23 4.1 3.6 0.128 0.172 0.000 0.132 0.066 0.069 0.218 0.136


1 12/6/0 12/6/0 GFB2050 0.243 402 4/3/13 26/0/10 GFB2050 0.220 393 4/0/0 16/2/2 GFB2050 0.175 43 9/0/0 11/2/2 GFB2050 0.268 34 8/6/0 1/8/2 HFB4064 0.261 25 1/6/0 1/8/2 HFB4064 0.261 1


Page: 98 of 120


6 1/0/0 11/2/2 GFB2050 0.269 47 1/0/0 21/2/2 GFB2050 0.193 37 5/10/8 26/0/10 GFB2050 0.220 408 12/6/0 12/6/0 GFB2050 0.250 399 7/6/0 7/6/0 (2)GFB2037 0.000 09 15/2/0 15/2/0 (2)GFB2037 0.000 0


ReactionConn.Force


Rb AllowShear

Comp FB ForceR1

FB AngleR2

MinPurlin



30/0/0 6-C 3.87 3.17 Std 123.75 7.36 N 3.38 49.81 0.073 HFB JCP 4.71 3.66N 3.38 49.81 0.073 HFB JCP 4.71 3.66


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 16.54 14.00 40 -2.3 -226.6 0.0 46.0 240.1 39.0 0.971 0.00 12.00 18 1.8 21.4 0.092 9.74 11.00 4 -0.4 207.3 0.0 29.7 231.1 39.0 0.902 0.45 14.00 4 3.4 31.8 0.113 2.00 11.00 4 -0.2 212.2 0.0 29.7 231.1 39.0 0.923 10.00 11.00 1 -2.9 32.0 0.094 0.00 11.00 3 -0.3 -188.7 0.0 86.5 619.5 125.5 0.314 9.66 38.59 1 -6.3 41.2 0.155 9.66 11.00 4 -0.3 -189.1 0.0 86.5 619.5 125.5 0.315 0.00 38.59 2 6.3 41.2 0.156 8.00 11.00 3 -0.2 211.8 0.0 29.1 231.1 39.0 0.926 0.00 11.00 2 2.9 32.0 0.097 0.00 11.00 3 -0.4 206.9 0.0 29.1 231.1 39.0 0.907 9.28 14.00 3 -3.4 31.8 0.118 16.54 14.00 39 -2.3 -226.5 0.0 46.0 240.1 39.0 0.978 0.00 12.00 16 -1.8 21.4 0.099 11.53 10.00 23 5.3 -305.9 0.0 114.1 336.8 59.8 0.939 0.00 10.00 23 -4.1 32.5 0.13

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 16.54 198.44 48.4 48.4 3.19 0.67 93.66 2.80 13.38 1.12 15.66 1.74 0.02 134.81 1.12 1.00 1.11 0.542 9.74 347.32 118.5 60.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.08 1.00 1.17 0.993 2.00 347.32 118.5 60.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.08 1.00 1.17 0.994 0.00 347.32 114.8 114.8 4.97 1.50 104.78 9.01 19.05 3.00 21.29 4.59 0.09 260.18 1.33 1.00 1.12 0.955 9.66 347.32 114.8 114.8 4.97 1.50 104.78 9.01 19.05 3.00 21.29 4.59 0.09 260.18 1.33 1.00 1.12 0.956 8.00 347.32 120.0 60.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.07 1.00 1.17 0.997 0.00 347.32 120.0 60.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.07 1.00 1.17 0.998 16.54 198.44 48.4 48.4 3.19 0.67 93.66 2.80 13.38 1.12 15.66 1.74 0.02 134.81 1.10 1.00 1.11 0.549 11.53 276.75 92.0 92.0 3.46 0.94 57.35 3.91 11.47 1.56 13.01 2.41 0.04 94.11 1.05 1.00 1.13 1.00


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/189 ) -1.078 8 2 8 WPRMax. Vertical Deflection for Span 1 ( L/811 ) 0.424 3 1 8 WPR


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Max. Vertical Deflection for Span 2 ( L/813 ) 0.424 7 1 7 WPL




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Wall: 7, Frame at: 1/0/0Frame Cross Section: E

7 6

1

GFB

GFB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Frame ClearancesFinished Floor Elevation = 100'-0" (Unless Noted Otherwise)


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1/0/0 15/6/0 Post & Beam Lean-to 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W29 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL

10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR11 System 1.000 0.6 MW MW - Wall: 112 System 1.000 0.6 MW MW - Wall: 213 System 1.000 0.6 MW MW - Wall: 314 System 1.000 0.6 MW MW - Wall: 415 System 1.000 0.6 MW MW - Wall: 516 System 1.000 0.6 MW MW - Wall: 617 System 1.000 0.6 MW MW - Wall: 718 System 1.000 0.6 MW MW - Wall: 819 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W121 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W125 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W227 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR35 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+36 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+37 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-38 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-39 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+40 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+41 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-42 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB152 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB153 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB154 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB155 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB360 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3


Page: 102 of 120


61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB362 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB363 System Derived 1.000 0.6 MWB MWB - Wall: 164 System Derived 1.000 0.6 MWB MWB - Wall: 265 System Derived 1.000 0.6 MWB MWB - Wall: 366 System Derived 1.000 0.6 MWB MWB - Wall: 467 System Derived 1.000 0.6 MWB MWB - Wall: 568 System Derived 1.000 0.6 MWB MWB - Wall: 669 System Derived 1.000 0.6 MWB MWB - Wall: 770 System Derived 1.000 0.6 MWB MWB - Wall: 871 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>79 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+80 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-81 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB82 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB84 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB85 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB86 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB87 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB88 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB89 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+90 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.25 0.0600 0.1200 8.50 8.50 9.25 54.8 60.00 60.00 BP SS 2C2 5.00 0.1345 0.1644 11.00 11.00 9.94 112.7 55.00 55.00 SS SS 3P3 5.00 0.1345 0.1644 11.00 11.00 11.11 122.0 55.00 55.00 SS SS 3P




0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00003 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000


Type Exterior ColumnX-Loc 0/0/0

Grid1 - Grid2 E-7Base Plate W x L (in.) 8 X 8.5

Base Plate Thickness (in.) 0.313Anchor Rod Qty/Diam. (in.) 2 - 0.750

Column Base Elev. 100'-0"Load Type Desc. Hx Vy

D Frm 0.02 0.51 - - - -CG Frm 0.03 0.83 - - - -L> Frm 0.12 2.99 - - - -<L Frm 0.12 2.99 - - - -

SMS> Frm 0.03 0.83 - - - -<SMS Frm 0.03 0.83 - - - -

S> Frm 0.02 0.50 - - - -SD Frm 0.02 0.61 - - - -<S Frm 0.02 0.50 - - - -


Page: 103 of 120


W2> Frm -0.05 -1.22 - - - -<W2 Frm -0.08 -2.11 - - - -WPL Frm -0.12 -3.16 - - - -WPR Frm -0.07 -1.87 - - - -MW Frm - - - - - -MW Frm - - - - - -MW Frm - - - - - -MW Frm - - - - - -MW Frm - - - - - -MW Frm - - - - - -MW Frm -1.09 0.81 - - - -MW Frm - - - - - -CU Frm - - - - - -

W1> Frm -0.09 -2.27 - - - -<W1 Frm -0.12 -3.16 - - - -

L Frm 0.12 2.99 - - - -S Frm 0.02 0.50 - - - -

E> Frm - - - - - -EG+ Frm - 0.24 - - - -<E Frm - - - - - -EG- Frm - -0.24 - - - -

WB1> Brc - - - - - -<WB1 Brc - - - - - -WB3> Brc - - - - - -<WB3 Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -MWB Brc - - - - - -EB> Brc - - - - - -<EB Brc - - - - - -SMS Frm 0.03 0.83 - - - -



D 0.0 0.0 0.9 0.9CG 0.0 0.0 1.6 1.6L> 0.0 0.1 5.6 5.6<L 0.0 0.1 5.6 5.6

SMS> 0.0 0.0 1.6 1.6<SMS 0.0 0.0 1.6 1.6

S> 0.0 0.0 0.9 0.9SD 0.0 0.0 3.2 3.2<S 0.0 0.0 0.9 0.9

W2> 1.1 0.0 2.2 2.2<W2 1.9 0.1 3.8 3.8WPL 2.8 0.1 5.7 5.7WPR 1.7 0.1 3.4 3.4MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 7.6 1.1 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 2.0 0.1 4.1 4.1<W1 2.8 0.1 5.7 5.7

L 0.0 0.1 5.6 5.6


Page: 104 of 120


S 0.0 0.0 0.9 0.9E> 1.3 0.0 0.0 0.2

EG+ 0.1 0.0 0.4 0.4<E 1.3 0.0 0.0 0.2EG- 0.1 0.0 0.4 0.4




0/0/0 E-7 0.66 17 0.17 1 - - - - 1.59 20 4.33 1 - - - -20/0/0 15/0/0 - - - - - - - - 1.29 20 4.10 5 - - - -



0/0/0 E-7 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted



0/0/0 0.66 0.49 17 0.06 -1.59 20 0.17 4.33 1 - - - 0



Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S5 0.85 10.731 65.27 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)3 2 SIP 0.375 6.00 12.34 0.500 A325/- 3.00 11 Flush 2.50/2.50 - - -




Page: 105 of 120



3 8/5/5 1/8/2 GFB2043 0.041 02 4/10/8 15/10/12 GFB2043 0.084 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 8.68 8.50 1 -4.3 -17.7 0.0 15.4 107.1 40.3 0.451 0.00 8.50 17 0.7 5.0 0.132 9.69 11.00 1 -0.0 220.3 0.0 14.5 231.1 39.0 0.952 0.25 11.00 1 3.7 32.0 0.113 0.00 11.00 1 -0.0 220.3 0.0 14.5 231.1 39.0 0.953 10.12 11.00 5 -4.0 32.0 0.12

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 8.68 104.15 104.1 104.1 1.74 1.74 18.44 2.41 3.64 0.72 0.00 0.00 0.00 42.91 1.00 1.00 0.00 -2 9.69 234.74 170.6 57.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.08 1.00 1.17 1.003 0.00 234.74 170.6 57.0 3.11 0.67 56.63 2.81 10.30 1.12 12.04 1.75 0.02 82.82 1.08 1.00 1.17 1.00


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/68982 ) -0.002 1 2 7 WPLMax. Vertical Deflection for Span 1 ( L/429 ) -0.537 3 1 1 L



Page: 106 of 120


Wall: 7, Frame at: 30/0/0Frame Cross Section: C

7 6

1

(2)G

FB

(2)G

FB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Frame ClearancesVert. Clearance at member 1(CX006): 9'-3 5/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 107 of 120


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status30/0/0 29/0/0 Leanto 90.0000 - Automatic Design




Page: 108 of 120



Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.00 0.1345 0.1345 10.00 10.00 9.45 101.1 55.00 55.00 BP KN 3P2 5.00 0.1875 0.1345 9.00 12.00 10.34 111.8 55.00 55.00 KN SS 3P3 5.00 0.2500 0.1345 12.00 9.11 10.36 138.4 55.00 55.00 SS SS 3P




1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00003 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000

Values shown are resisting forces of the foundation.Base Connection Design is Based on 3000.00 (psi) ConcreteReactions - Unfactored Load Type at Frame Cross Section: C


Grid1 - Grid2 C-7Base Plate W x L (in.) 8 X 11




SMS> Frm 0.09 2.00 - - - -<SMS Frm 0.09 2.00 - - - -

S> Frm 0.05 1.21 - - - -SD Frm 0.07 1.64 - - - -<S Frm 0.05 1.21 - - - -


Page: 109 of 120



W1> Frm -0.17 -3.85 - - - -<W1 Frm -0.23 -5.13 - - - -

L Frm 0.18 3.98 - - - -S Frm 0.05 1.21 - - - -

E> Frm - - - - - -EG+ Frm 0.02 0.46 - - - -<E Frm - - - - - -EG- Frm -0.02 -0.46 - - - -




D 0.0 0.0 1.9 1.8CG 0.0 0.1 3.6 3.6L> 0.0 0.2 7.2 7.2<L 0.0 0.2 7.2 7.2

SMS> 0.0 0.1 3.6 3.6<SMS 0.0 0.1 3.6 3.6

S> 0.0 0.1 2.2 2.2SD 0.0 0.1 7.4 7.4<S 0.0 0.1 2.2 2.2


W1> 1.7 1.5 6.7 6.7<W1 2.2 2.0 9.0 9.0

L 0.0 0.2 7.2 7.2


Page: 110 of 120


S 0.0 0.1 2.2 2.2E> 1.2 1.2 0.0 0.3

EG+ 0.2 0.0 0.8 0.8<E 1.2 1.2 0.0 0.3EG- 0.2 0.0 0.8 0.8




0/0/0 C-7 1.23 17 0.32 1 - - - - 2.46 20 7.02 1 - - - -



0/0/0 C-7 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



0/0/0 1.23 0.91 17 0.11 -2.46 20 0.32 7.02 1 - - - 0




Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Face) 0.375 6.00 5.00 0.500 A325/- 3.00 11 Flush 2.50 - - -2 1 KN(Face) 0.375 6.00 10.37 0.500 A325/- 3.00 11 Flush 2.50/2.50 - - -3 2 SIP 0.375 6.00 10.40 0.500 A325/- 3.00 11 Flush 2.50/2.50 - - -


Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange WebNo. No. Cs (k) (k) Cs (k) (k) Tension Shear V + T Bending Yielding Bearing Weld Weld1 2 2 -2.6 5.4 20 1.1 2.0 0.069 0.540 0.000 0.037 0.000 0.138 0.385 0.3852 2 2 -2.6 5.4 20 1.1 2.0 0.069 0.540 0.000 0.037 0.000 0.138 0.193 0.1933 2 5 4.6 7.9 6 4.7 7.9 0.292 0.784 0.000 0.157 0.000 0.201 0.324 0.324



Page: 111 of 120


3 7/11/14 1/8/2 (2)GFB2037 0.061 52 3/3/1 15/10/12 (2)GFB2037 0.081 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 8.88 10.00 1 -7.0 -34.1 0.0 31.2 183.6 39.0 0.391 8.88 10.00 17 -1.2 21.5 0.062 10.06 12.00 5 -0.3 412.7 0.0 19.8 407.7 55.4 1.022 0.33 9.00 1 5.9 21.8 0.273 3.24 11.10 6 0.2 429.2 0.0 115.4 491.6 96.5 0.883 10.40 9.11 5 -8.8 22.1 0.40

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 8.88 106.59 106.6 106.6 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.852 10.06 241.47 170.6 57.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.07 1.00 1.13 0.983 3.24 241.47 170.6 57.0 3.92 0.94 86.34 5.21 15.61 2.08 17.27 3.17 0.06 152.37 1.13 1.00 1.11 1.00


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-

Controlling Frame Deflection Ratios for Cross Section: CDescription Ratio Deflection (in.) Member Joint Load Case Load Case Description




Page: 112 of 120


Wall: 7, Frame at: 59/0/0Frame Cross Section: A

7 6

1

GFB

GFB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"



Page: 113 of 120


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status59/0/0 15/6/0 Post & Beam Lean-to 90.0000 - Automatic Design


10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR11 System 1.000 0.6 MW MW - Wall: 112 System 1.000 0.6 MW MW - Wall: 213 System 1.000 0.6 MW MW - Wall: 314 System 1.000 0.6 MW MW - Wall: 415 System 1.000 0.6 MW MW - Wall: 516 System 1.000 0.6 MW MW - Wall: 617 System 1.000 0.6 MW MW - Wall: 718 System 1.000 0.6 MW MW - Wall: 819 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W121 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W125 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W227 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR35 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+36 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+37 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-38 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-39 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+40 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+41 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-42 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-




Boundary Condition Summary


Page: 114 of 120


Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.)0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000

3 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000



Grid1 - Grid2 A-7Base Plate W x L (in.) 8 X 8.5




SMS> Frm 0.03 0.83 - - - -<SMS Frm 0.03 0.83 - - - -

S> Frm 0.02 0.50 - - - -SD Frm 0.02 0.61 - - - -<S Frm 0.02 0.50 - - - -


W1> Frm -0.09 -2.27 - - - -<W1 Frm -0.12 -3.16 - - - -

L Frm 0.12 2.99 - - - -S Frm 0.02 0.50 - - - -

E> Frm - - - - - -EG+ Frm - 0.24 - - - -<E Frm - - - - - -EG- Frm - -0.24 - - - -SMS Frm 0.03 0.83 - - - -



D 0.0 0.0 0.9 0.9CG 0.0 0.0 1.6 1.6L> 0.0 0.1 5.6 5.6<L 0.0 0.1 5.6 5.6

SMS> 0.0 0.0 1.6 1.6<SMS 0.0 0.0 1.6 1.6

S> 0.0 0.0 0.9 0.9SD 0.0 0.0 3.2 3.2<S 0.0 0.0 0.9 0.9

W2> 1.1 0.0 2.2 2.2<W2 1.9 0.1 3.8 3.8WPL 2.8 0.1 5.7 5.7WPR 1.7 0.1 3.4 3.4MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 115 of 120


MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 7.6 1.1 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 2.0 0.1 4.1 4.1<W1 2.8 0.1 5.7 5.7

L 0.0 0.1 5.6 5.6S 0.0 0.0 0.9 0.9

E> 1.3 0.0 0.0 0.2EG+ 0.1 0.0 0.4 0.4<E 1.3 0.0 0.0 0.2EG- 0.1 0.0 0.4 0.4SMS 0.0 0.0 1.6 1.6



0/0/0 A-7 0.66 17 0.17 1 - - - - 1.59 20 4.33 1 - - - -20/0/0 15/0/0 - - - - - - - - 1.29 20 4.10 5 - - - -



0/0/0 A-7 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted



0/0/0 0.66 0.49 17 0.06 -1.59 20 0.17 4.33 1 - - - 0









3 8/5/5 1/8/2 GFB2043 0.041 02 4/10/8 15/10/12 GFB2043 0.084 1


Page: 116 of 120






10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-





Page: 117 of 120



Page: 118 of 120


Covering - Summary ReportShape: Bldg 1

Loads and Codes - Shape: Bldg 1 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)







Covering Design Loads - Wall: 1Zone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.

End Zone psf W1> Standard Spacing is Adequate 17.45 0/0/0 19.000 0.92 OUT -1.580End Zone psf <W2 Standard Spacing is Adequate 13.03 0/0/0 20.000 0.65 IN 1.180End Zone psf W1> Standard Spacing is Adequate 17.45 54/0/0 19.000 0.92 OUT -1.580End Zone psf <W2 Standard Spacing is Adequate 13.03 54/0/0 20.000 0.65 IN 1.180

Interior Area psf W1> Standard Spacing is Adequate 14.14 6/0/0 19.000 0.74 OUT -1.280Interior Area psf <W2 Standard Spacing is Adequate 13.03 6/0/0 20.000 0.65 IN 1.180





End Zone psf W1> Standard Spacing is Adequate 17.45 0/0/0 19.000 0.92 OUT -1.580


Page: 119 of 120


End Zone psf <W2 Standard Spacing is Adequate 13.03 0/0/0 20.000 0.65 IN 1.180End Zone psf W1> Standard Spacing is Adequate 17.45 54/0/0 19.000 0.92 OUT -1.580End Zone psf <W2 Standard Spacing is Adequate 13.03 54/0/0 20.000 0.65 IN 1.180





Covering Design Loads - Roof: AZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.

Entire Surface psf L Standard Spacing is Adequate 20.31 0/0/0 40.000 0.51 IN 0.970Entire Surface psf S Standard Spacing is Adequate 3.54 0/0/0 40.000 0.09 IN 0.970

Unbalanced Snow psf *US1 Standard Spacing is Adequate 3.54 0/0/0 40.000 0.09 IN 0.970Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970

Unbalanced Snow psf *US1 Standard Spacing is Adequate 11.57 0/0/0 40.000 0.29 IN 0.970Exterior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Exterior Edge Zone psf W1> Standard Spacing is Adequate 34.58 6/0/0 34.000 1.02 OUT -3.180

Side Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Side Zone psf W1> Standard Spacing is Adequate 34.58 6/0/0 34.000 1.02 OUT -3.180

Corner Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Corner Zone psf W1> Non-std Spacing: 4/6/0 Required 41.20 6/0/0 42.000 0.98 OUT -3.780

Interior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 114/0/0 40.000 0.24 IN 0.786Interior Edge Zone psf W1> Standard Spacing is Adequate 34.58 114/0/0 34.000 1.02 OUT -3.180

Corner Zone psf <W2 Standard Spacing is Adequate 9.59 114/0/0 40.000 0.24 IN 0.786Corner Zone psf W1> Non-std Spacing: 4/6/0 Required 41.20 114/0/0 42.000 0.98 OUT -3.780Side Zone psf <W2 Standard Spacing is Adequate 9.59 114/0/0 40.000 0.24 IN 0.786Side Zone psf W1> Standard Spacing is Adequate 34.58 114/0/0 34.000 1.02 OUT -3.180

Exterior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 114/0/0 40.000 0.24 IN 0.786Exterior Edge Zone psf W1> Standard Spacing is Adequate 34.58 114/0/0 34.000 1.02 OUT -3.180

Misc. Edge Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Misc. Edge Zone psf W1> Standard Spacing is Adequate 23.53 6/0/0 34.000 0.69 OUT -2.180

Interior Area psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Interior Area psf W1> Standard Spacing is Adequate 23.53 6/0/0 34.000 0.69 OUT -2.180

Covering Design Loads - Roof: BZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.


Unbalanced Snow psf US1* Standard Spacing is Adequate 3.54 0/0/0 40.000 0.09 IN 0.970Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970

Unbalanced Snow psf US1* Standard Spacing is Adequate 11.57 0/0/0 40.000 0.29 IN 0.970Exterior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Exterior Edge Zone psf W1> Standard Spacing is Adequate 34.58 6/0/0 34.000 1.02 OUT -3.180









Page: 120 of 120


Covering Design Loads - Roof: CZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.


Unbalanced Snow psf US1* Standard Spacing is Adequate 3.83 0/0/0 40.000 0.10 IN 0.970Unbalanced Snow psf *US1 Standard Spacing is Adequate 3.83 0/0/0 40.000 0.10 IN 0.970

Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970Snow Drift Load psf SD Non-std Spacing: 4/9/0 Required 41.84 60/0/0 44.000 0.95 IN 0.970Snow Drift Load psf SD Non-std Spacing: 4/9/0 Required 41.84 30/0/0 44.000 0.95 IN 0.970

Corner Zone psf <W2 Standard Spacing is Adequate 6.83 20/0/0 40.000 0.17 IN 0.580Corner Zone psf W1> Standard Spacing is Adequate 30.91 20/0/0 34.000 0.91 OUT -3.080Side Zone psf <W2 Standard Spacing is Adequate 6.83 5/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 5/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780

Corner Zone psf <W2 Standard Spacing is Adequate 6.83 40/0/0 40.000 0.17 IN 0.580Corner Zone psf W1> Standard Spacing is Adequate 30.91 40/0/0 34.000 0.91 OUT -3.080Side Zone psf <W2 Standard Spacing is Adequate 6.83 5/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 5/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 20/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 20/0/0 34.000 0.52 OUT -1.780


Panel DataWall/Roof Type Thickness Finish Color Direction Gable Dir Max. LengthWall: 1 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 2 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 3 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 4 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 5 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 6 Open Exposed to windWall: 7 OpenWall: 8 Open Exposed to windRoof: A Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0Roof: B Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0Roof: C Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0

Fastener DataWall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice DammingWall: 1 SS Capped Standard Option Standard Option No None No NoWall: 2 SS Capped Standard Option Standard Option No None No NoWall: 3 SS Capped Standard Option Standard Option No None No NoWall: 4 SS Capped Standard Option Standard Option No None No NoWall: 5 SS Capped Standard Option Standard Option No None No NoWall: 6 Not ApplicableWall: 7 Not ApplicableWall: 8 Not ApplicableRoof: A Stainless Steel Capped Standard Option Standard Option Yes None No NoRoof: B Stainless Steel Capped Standard Option Standard Option Yes None No NoRoof: C Stainless Steel Capped Standard Option Standard Option Yes None No No


Page: 1 of 123


VP Buildings3200 Players Club Circle

Memphis, TN 38125-8843

STRUCTURAL DESIGN DATA

Project: Helendale - Bldg 2Name: HELENDALE Bldg 2.2021-01-05

Builder PO #:Jobsite:

City, State: Helendale, California 92342County: San BernardinoCountry: United States

TABLE OF CONTENTSBuilding Loading - Expanded Report ............................................................................................................................................... 2Bracing - Summary Report............................................................................................................................................................. 11Secondary - Summary Report ......................................................................................................................................................... 41Framing - Summary Report............................................................................................................................................................ 60Covering - Summary Report......................................................................................................................................................... 121


Page: 2 of 123


Building Loading - Expanded ReportShape: Bldg 2Loads and Codes - Shape: Bldg 2 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)

Dead and Collateral LoadsCollateral Gravity:5.00 psf Frame Weight (assumed for seismic):2.50 psfCollateral Uplift: 0.00 psf

Side Type Mag Units Shape Applied to DescriptionA D 1.935 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.03 : Roof: AA D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: AB D 1.935 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.03 : Roof: BB D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: BC D 2.009 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.10 : Roof: CC D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib : Roof: C

Roof Live LoadRoof Live Load: 20.00 psf Reducible

Wind LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mph Gust Factor: G: 1.0000Wind Enclosure: Enclosed Least Horiz. Dimension: 60/0/0Height Used: 21/9/0 (Type: Mean)Base Elevation: 0/0/0 NOT Windborne Debris RegionSite Elevation: 0.0 ft Parts / Portions Zone Strip Width: a: 6/0/0Primary Zone Strip Width: 2a: 12/0/0 qz= 0.00256 * (1.00) * (96.00)^2 * (1.00)Velocity Pressure: qz: 23.59 psf The 'Envelope Procedure' is UsedTopographic Factor: Kzt: 1.0000 Parts and PortionsDirectionality Factor: Kd: 0.8500 Parts Wind Exposure Factor: 0.918Ground Elevation Factor: Ke: 1.0000 Basic Wind Pressure:18.41 psfPrimariesPrimaries Wind Exposure: C - Kz: 0.918Basic Wind Pressure: q: 18.41 psf

Snow LoadGround Snow Load: pg: 5.00 psf Rain Surcharge: 0.00Flat Roof Snow: pf: 3.15 psf Exposure Factor: 1 Fully Exposed Ce: 0.90Design Snow (Sloped): ps: 2.71 psf Thermal Factor: Heated - Ct: 1.00Specified Minimum Roof Snow: 5.00 psf (Code) Unobstructed, SlipperySnow Accumulation Factor: 1.000 Slope Reduction: Cs: 0.86Snow Importance: Is: 1.000 Slope Used: 14.036 deg. ( 3.000:12 )Ground / Roof Conversion: 0.70

Snow Drift on Roof C Snow Drift Number: 1 Snow Drift (from Wall 3, Shape Bldg 2)Basic Snow Density: 14.65 lb/ft3 Average Height: 6/9/0Snow Uniform: 0/2/7 Upper Roof Slope: 0.000 ( 0.000:12 )


Snow Drift on Roof C Snow Drift Number: 2 Snow Drift (from Wall 3, Shape Bldg 2)


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Basic Snow Density: 14.65 lb/ft3 Average Height: 6/9/0Snow Uniform: 0/2/7 Upper Roof Slope: 0.000 ( 0.000:12 )


Seismic LoadLateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction ParametersMapped MCE Acceleration: Ss: 94.30 %g Ordinary Steel Moment FramesMapped MCE Acceleration: S1: 36.90 %g Redundancy Factor: Rho: 1.30Site Class: Stiff soil (D) - Default Fundamental Period: Ta: 0.3289Seismic Importance: Ie: 1.000 R-Factor: 3.50Design Acceleration Parameter: Sds: 0.7544 Overstrength Factor: Omega: 2.50Design Acceleration Parameter: Sd1: 0.4750 Deflection Amplification Factor: Cd: 3.00Seismic Design Category: D Base Shear: V: 0.2155x W% Snow Used in Seismic: 0.00Seismic Snow Load: 0.00 psf Longitudinal Direction ParametersDiaphragm Condition: Flexible Ordinary Steel Moment FramesFundamental Period Height Used: 21/9/0 Redundancy Factor: Rho: 1.30

Fundamental Period: Ta: 0.3289R-Factor: 3.50Overstrength Factor: Omega: 2.50Deflection Amplification Factor: Cd: 3.00Base Shear: V: 0.2155x W

Side Type Mag Units Shape Applied to Description1 E 0.363 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.77 : Wall: 12 E 0.343 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.68 : Wall: 23 E 0.407 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.98 : Wall: 34 E 0.380 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.85 : Wall: 4A E 2.034 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: AA E 2.034 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: AB E 2.034 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: BB E 2.034 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.03 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: BC E 2.050 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.10 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: CC E 2.050 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.10 + (Includes 5.000

Collateral 2.500 Frame Weight) : Roof: C


Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2)6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3)


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7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>8 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS9 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD

10 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD11 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*12 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US113 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>14 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W215 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL16 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR17 System 1.000 0.6 MW MW - Wall: 118 System 1.000 0.6 MW MW - Wall: 219 System 1.000 0.6 MW MW - Wall: 320 System 1.000 0.6 MW MW - Wall: 421 System 1.000 0.6 MW MW - Wall: 522 System 1.000 0.6 MW MW - Wall: 623 System 1.000 0.6 MW MW - Wall: 724 System 1.000 0.6 MW MW - Wall: 825 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>26 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W127 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL28 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR41 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+42 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+43 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-44 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-45 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+50 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+51 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-52 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB158 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB159 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB160 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB161 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB366 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB367 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB368 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB369 System Derived 1.000 0.6 MWB MWB - Wall: 170 System Derived 1.000 0.6 MWB MWB - Wall: 271 System Derived 1.000 0.6 MWB MWB - Wall: 372 System Derived 1.000 0.6 MWB MWB - Wall: 473 System Derived 1.000 0.6 MWB MWB - Wall: 574 System Derived 1.000 0.6 MWB MWB - Wall: 6


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75 System Derived 1.000 0.6 MWB MWB - Wall: 776 System Derived 1.000 0.6 MWB MWB - Wall: 877 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>85 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+86 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-87 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+88 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB91 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB92 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB95 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB96 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB97 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+98 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-99 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+100 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-


10 System 1.000 0.6 MW MW - Wall: 211 System 1.000 0.6 MW MW - Wall: 312 System 1.000 0.6 MW MW - Wall: 413 System 1.000 0.6 MW MW - Wall: 514 System 1.000 0.6 MW MW - Wall: 615 System 1.000 0.6 MW MW - Wall: 716 System 1.000 0.6 MW MW - Wall: 817 System 1.000 1.0 D + 0.7 E> D + E>18 System 1.000 1.0 D + 0.7 <E D + <E19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> D + CG + W1>20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W121 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3>24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W325 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W427 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W129 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2>30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W231 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3>32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W333 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4>34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W435 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2


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39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3>40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4>42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W443 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+44 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+45 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG-46 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG-

Design Load Combinations - PurlinNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS3 System 1.000 1.0 D + 1.0 CG + 1.0 S + 1.0 SD D + CG + S + SD4 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*5 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US16 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1)7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2)8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1> D + CG + <W2 + WB1>9 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1> D + CU + W1> + WB1>

10 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB1> D + CG + L + W1> + WB1>11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB1> D + CG + L + <W2 + WB1>12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1> D + CG + S + W1> + WB1>13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1> D + CG + S + <W2 + WB1>14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB115 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB116 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB1 D + CG + L + W1> + <WB117 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB1 D + CG + L + <W2 + <WB118 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB119 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB120 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2>21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D + CG + L + W1> + WB2>23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2>24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2> D + CG + S + W1> + WB2>25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1> + <WB229 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB230 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB231 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB232 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3>33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3>34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> D + CG + L + W1> + WB3>35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3> D + CG + S + W1> + WB3>37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3>38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB339 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB340 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB3 D + CG + L + W1> + <WB341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB342 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB343 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB344 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4>45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4>46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> D + CG + L + W1> + WB4>47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4>48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4> D + CG + S + W1> + WB4>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4>50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB451 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB452 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4 D + CG + L + W1> + <WB453 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB454 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB455 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB456 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+


Page: 7 of 123


57 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG-58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG-


Design Load Combinations - Roof - PanelNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 L D + L2 System 1.000 1.0 D + 1.0 SMS D + SMS3 System 1.000 1.0 D + 1.0 S + 1.0 SD D + S + SD4 System 1.000 1.0 D + 1.0 US1* D + US1*5 System 1.000 1.0 D + 1.0 *US1 D + *US16 System 1.000 1.0 D + 0.6 <W2 D + <W27 System 1.000 0.6 D + 0.6 W1> D + W1>

Design Load Combinations - Wall - PanelNo. Origin Factor Application Description1 System 1.000 0.6 W1> W1>2 System 1.000 0.6 <W2 <W2

Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR9 System Derived 1.000 60 180 0.42 WB1> WB1>

10 System Derived 1.000 60 180 0.42 <WB1 <WB111 System Derived 1.000 60 180 0.42 WB2> WB2>12 System Derived 1.000 60 180 0.42 <WB2 <WB213 System Derived 1.000 60 180 0.42 WB3> WB3>14 System Derived 1.000 60 180 0.42 <WB3 <WB315 System Derived 1.000 60 180 0.42 WB4> WB4>16 System Derived 1.000 60 180 0.42 <WB4 <WB417 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-19 System Derived 1.000 10 0 1.0 EB> EB>20 System Derived 1.000 10 0 1.0 <EB <EB



Deflection Load Combinations - Roof - PanelNo. Origin Factor Def H Def V Application Description1 System 1.000 60 60 1.0 SMS SMS2 System 1.000 60 60 0.42 <W2 <W2

Load Type DescriptionsD Material Dead Weight C Collateral Load


Page: 8 of 123


CG Collateral Load for Gravity Cases CU Collateral Load for Wind CasesL Roof Live Load ASL^ Alternate Span Live Load, Shifted Right^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 SpansL> Live - Notional Right <L Live - Notional LeftS Snow Load US1* Unbalanced Snow Load 1, Shifted Right*US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right*US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift LoadSS Sliding Snow Load RS Rain Surcharge LoadPF1 Partial Load, Full, 1 Span PH1 Partial Load, Half, 1 SpanPF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 SpansS> Snow - Notional Right <S Snow - Notional LeftSMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right<SMS Specified Min. Roof Snow - Notional Left PS1 Partial Load, Half Span 1PS2 Partial Load, Half Span 2 W Wind LoadW1> Wind Load, Case 1, Right <W1 Wind Load, Case 1, LeftW2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, LeftW3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, LeftW4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, LeftW5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, LeftW6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, LeftWP Wind Load, Parallel to Ridge WPR Wind Load, || Ridge, RightWPL Wind Load, || Ridge, Left WPA1 Wind Parallel - Ref A, Case 1WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case 1WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case 1WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right<WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right<WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right<WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right<WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right<WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right<WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind LoadMWB Minimum Wind Bracing Reaction E Seismic LoadE> Seismic Load, Right <E Seismic Load, LeftEG Vertical Seismic Effect EG+ Vertical Seismic Effect, AdditiveEG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right<EB Seismic Brace Reaction, Left FL Floor Live LoadFL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted LeftFD Floor Dead Load AL Auxiliary Live LoadAL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left<AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, LeftAL* Aux Live, Right *AL Aux Live, LeftAL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1<AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1AL*(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2<AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3<AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4<AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5<AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right<ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right<WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1<ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1<WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2<ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2<WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3<ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3<WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4<ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4<WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5


Page: 9 of 123


<ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5<WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing ReactionAD Auxiliary Dead Load U0 User Defined LoadU1 User Defined Load - 1 U2 User Defined Load - 2U3 User Defined Load - 3 U4 User Defined Load - 4U5 User Defined Load - 5 U6 User Defined Load - 6U7 User Defined Load - 7 U8 User Defined Load - 8U9 User Defined Load - 9 UB User Brace ReactionUB1 User Brace Reaction - 1 UB2 User Brace Reaction - 2UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8UB9 User Brace Reaction - 9 R Rain LoadT Temperature Load V Shear


Page: 10 of 123


<*>

60'-0

"

120'-0"

1

2

1'-0"23'-0"24'-0"24'-0"24'-0"23'-0"1'-0"

3

4

30'-0

3/1

6"

3 0 '-0 3/ 16 "

60'-0

"

20'-0"

5

60'-0

"

6

7

8

A BLB

CD

E BL

1

BL

2 3 4 5 6

BL

7

BL

<*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonalsmay not be relocated without consulting the building supplier’s engineer.


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Bracing - Summary Report

Shape: Bldg 2Loads and Codes - Shape: Bldg 2 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)









10 System 1.000 0.6 MW MW - Wall: 211 System 1.000 0.6 MW MW - Wall: 312 System 1.000 0.6 MW MW - Wall: 4


Page: 12 of 123


13 System 1.000 0.6 MW MW - Wall: 514 System 1.000 0.6 MW MW - Wall: 615 System 1.000 0.6 MW MW - Wall: 716 System 1.000 0.6 MW MW - Wall: 817 System 1.000 1.0 D + 0.7 E> D + E>18 System 1.000 1.0 D + 0.7 <E D + <E19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> D + CG + W1>20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W121 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3>24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W325 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W427 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W129 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2>30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W231 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3>32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W333 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4>34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W435 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3>40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4>42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W443 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+44 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+45 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG-46 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG-


Page: 13 of 123


(1) 0.27

(2) 3.66

(3) 1.56

(4) 0.80

(5) 1.83

(6) 2.21

(7) 1.4703RS2608 ( 1 ) -0.74

03RS2608 ( 2 ) -0.74

(8) 6.3105RS3010

( 3 ) -4.4805RS3010

( 4 ) -

4.48

(9) 16.49

(10) 1.03

(11) 1.31

(12) 7.60

(13) 1.03

(14) 2.61

(15) 1.561'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

X

Y

Diagonal Bracing Member Design Summary: Roof AMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 26.63 26.9 -0.74 1.3000 1.0000 0.377 1.0D+1.0CG+0.7<E+0.7EG+ passed2 R 0.375 26.63 26.9 -0.74 1.3000 1.0000 0.378 1.0D+1.0CG+0.7E>+0.7EG+ passed3 R 0.625 30.81 40.8 -4.48 1.3000 1.0000 0.784 1.0D+1.0CG+0.7<E+0.7EG+ passed4 R 0.625 30.81 40.8 -4.48 1.3000 1.0000 0.784 1.0D+1.0CG+0.7E>+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 1.49, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,








web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 14 of 123


(1) 1.03

(2) 2.61

(3) 2.25

(4) 1.03

(5) 1.31

(6) 3.75

(7) 1.4703RS2606 ( 1 ) -1.43

03RS2606 ( 2 ) -1.43

(8) 7.6805RS3011

( 3 ) -5.3405RS3011

( 4 ) -

5.34

(9) 7.23

(10) 0.80

(11) 1.81

(12) 2.35

(13) 0.27

(14) 3.61

(15) 1.611'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

X

Y

Diagonal Bracing Member Design Summary: Roof BMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 26.44 25.9 -1.43 1.3000 1.0000 0.727 1.0D+1.0CG+0.7E>+0.7EG+ passed2 R 0.375 26.44 25.9 -1.43 1.3000 1.0000 0.725 1.0D+1.0CG+0.7<E+0.7EG+ passed3 R 0.625 30.89 41.5 -5.34 1.3000 1.0000 0.935 1.0D+1.0CG+0.7E>+0.7EG+ passed4 R 0.625 30.89 41.5 -5.34 1.3000 1.0000 0.934 1.0D+1.0CG+0.7<E+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.86, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000,




web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.3 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 10.69, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 10.69, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.4 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 10.68, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 10.68, E factor = 2.000, stress increase = 1.000, slot offset, =

3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 15 of 123


(1) 1.00

(2) 1.00

(3) 2.38

03RS3502

( 1 ) -1

.09

03RS3407

( 2 ) -1.09

(4) 2.40

1'-0" 29'-0" 29'-0" 1'-0"

20'-7

3/8

"

X

Y

Diagonal Bracing Member Design Summary: Roof CMem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 35.17 34.1 -1.09 1.3000 1.0000 0.553 1.0D+0.7E> passed2 R 0.375 34.54 34.1 -1.09 1.3000 1.0000 0.553 1.0D+0.7<E passed

Mem. End Diagonal Connection Design Information1 Left Slot: Web Thk = 0.134, Load Case 1.0D+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case 1.0D+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.2 Left Slot: Web Thk = 0.134, Load Case 1.0D+0.7<E, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case 1.0D+0.7<E, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld

OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.


Page: 16 of 123


03RU310

1

( 1 ) -

1.56

03RU3101

( 2 ) -1.56

18'-0" 24'-0" 18'-0"

18'-0

"7'

-6"

X

Y

Diagonal Bracing Member Design Summary: Endwall 1Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design CommentNo. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status1 R 0.375 31.01 43.2 -1.56 1.3000 1.0000 0.794 1.0D+0.7<E passed2 R 0.375 31.01 43.2 -1.56 1.3000 1.0000 0.794 1.0D+1.0CG+0.7E>+0.7EG+ passed

Mem. End Diagonal Connection Design Information1 Left RCB clip Right Clevis Connection Per DP 3.15.2, SQW5x5x0.375, Weld To Flange 0.188 One, Web Weld PASSED.2 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.375, Weld To Flange 0.188 One, Web Weld PASSED. Right RCB clip


Page: 17 of 123


CX006

RBX016

CX006

1'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-0

"

X

Y







Page: 18 of 123


Frame Cross Section: A

24'-0"

11 22'-8"

4 3

1

HFB

1

HFB

X

Y

1

2 3

4

17'-2

3/4

"2




Page: 19 of 123






Page: 20 of 123








Grid1 - Grid2 A-4 A-3Base Plate W x L (in.) 8 X 23 8 X 23




SMS> Frm - - - - - - -<SMS Frm - - - - - - -


Page: 21 of 123


S> Frm - - - - - - -SD Frm - - - - - - -<S Frm - - - - - - -


W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -


WB1> Brc 2.27 3.75 2.27 -3.75 - - -<WB1 Brc -2.24 -3.70 -2.24 3.70 - - -WB3> Brc 2.52 4.17 2.52 -4.17 - - -<WB3 Brc -2.52 -4.16 -2.52 4.16 - - -MWB Brc 2.69 4.45 2.69 -4.45 - - -MWB Brc - - - - - - -MWB Brc -2.70 -4.46 -2.70 4.46 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -EB> Brc 4.72 7.82 4.74 -7.82 - - -<EB Brc -4.63 -7.68 -4.65 7.68 - - -SMS Frm - - - - - - -

WB2> Brc 2.34 3.88 2.34 -3.88 - - -<WB2 Brc -2.28 -3.78 -2.29 3.78 - - -WB4> Brc 2.54 4.20 2.54 -4.20 - - -<WB4 Brc -2.52 -4.17 -2.52 4.17 - - -



D 0.0 0.0 1.3 1.2CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

US1* 0.0 0.0 0.0 0.0*US1 0.0 0.0 0.0 0.0W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 22 of 123



W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0


WB2> 4.7 4.7 0.0 0.0<WB2 4.6 4.6 0.0 0.0WB4> 5.1 5.1 0.0 0.0<WB4 5.0 5.0 0.0 0.0



(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 A-4 8.09 94 8.29 81 - - - - 13.09 94 14.28 81 - - - -24/0/0 A-3 8.18 93 8.28 82 - - - - 13.34 82 14.03 93 - - - -



0/0/0 A-4 1 0.375 8 23 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187524/0/0 A-3 4 0.375 8 23 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



Load





Page: 23 of 123




FilletW-OS-0.1250



FilletW-OS-0.1250








1 16/4/11 16/4/11 HFB3060 0.000 14 16/4/11 16/4/11 HFB3060 0.000 1





Page: 24 of 123




Max. Horizontal Deflection ( H/523 ) -0.379 1 2 15 WB4>Max. Vertical Deflection for Span 1 ( L/99999 ) -0.002 2 1 15 WB4>




Page: 25 of 123


CX007

RBX017

CX007

1'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-0

"

X

Y







Page: 26 of 123


Frame Cross Section: E

24'-0"

11 22'-8"

4 5

1

HFB

1

HFB

X

Y

1

2 3

4

17'-2

3/4

"2




Page: 27 of 123






Page: 28 of 123








Grid1 - Grid2 E-4 E-5Base Plate W x L (in.) 8 X 26 8 X 26




SMS> Frm - - - - - - -<SMS Frm - - - - - - -


Page: 29 of 123


S> Frm - - - - - - -SD Frm - - - - - - -<S Frm - - - - - - -


W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -


WB1> Brc -2.15 -3.61 -2.15 3.61 - - -<WB1 Brc 2.18 3.65 2.18 -3.65 - - -WB3> Brc -2.25 -3.77 -2.25 3.77 - - -<WB3 Brc 2.25 3.77 2.26 -3.77 - - -MWB Brc -2.53 -4.23 -2.53 4.23 - - -MWB Brc - - - - - - -MWB Brc 2.52 4.22 2.52 -4.22 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -EB> Brc -4.03 -6.75 -4.04 6.75 - - -<EB Brc 4.11 6.89 4.12 -6.89 - - -SMS Frm - - - - - - -




D 0.0 0.0 1.2 1.1CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

US1* 0.0 0.0 0.0 0.0*US1 0.0 0.0 0.0 0.0W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 30 of 123



W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0


WB2> 4.4 4.4 0.0 0.0<WB2 4.5 4.5 0.0 0.0WB4> 4.5 4.5 0.0 0.0<WB4 4.5 4.5 0.0 0.0



(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 E-4 7.03 82 7.23 93 - - - - 11.49 82 12.60 93 - - - -24/0/0 E-5 7.09 81 7.19 94 - - - - 11.73 94 12.36 81 - - - -



0/0/0 E-4 1 0.375 8 26 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187524/0/0 E-5 4 0.375 8 26 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



Load





Page: 31 of 123




FilletW-OS-0.1250



FilletW-OS-0.1250








1 16/6/3 16/6/3 HFB4106 0.000 14 16/6/3 16/6/3 HFB4106 0.000 1





Page: 32 of 123




Max. Horizontal Deflection ( H/436 ) -0.458 1 2 14 <WB3Max. Vertical Deflection for Span 1 ( L/99999 ) -0.002 2 1 14 <WB3




Page: 33 of 123


1'-0" 29'-0" 29'-0" 1'-0"

10'-0

"

X

Y


(1) row of (2) 0.750" A325T **FAILED** Clip Width Greater Than Frame Depth**Connection Not Designed**


Right Portal Clip Design Right Main Frame Clip Design(1) row of (2) 0.750" A325T **FAILED** Clip Width Greater Than Frame Depth**Connection Not Designed**



Page: 34 of 123


Frame Cross Section: 7

29'-0"

11 27'-8"

E C

1

HFB

1

HFB

X

Y

1

2 3

4

9'-2

3/4

"2




Page: 35 of 123




Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W29 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR11 System 1.000 0.6 MW MW - Wall: 112 System 1.000 0.6 MW MW - Wall: 213 System 1.000 0.6 MW MW - Wall: 314 System 1.000 0.6 MW MW - Wall: 415 System 1.000 0.6 MW MW - Wall: 516 System 1.000 0.6 MW MW - Wall: 617 System 1.000 0.6 MW MW - Wall: 718 System 1.000 0.6 MW MW - Wall: 819 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W121 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W125 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W227 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR35 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+36 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+37 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-38 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-39 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+40 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+41 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-42 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB152 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB153 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB154 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB155 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB360 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3


Page: 36 of 123


61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB362 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB363 System Derived 1.000 0.6 MWB MWB - Wall: 164 System Derived 1.000 0.6 MWB MWB - Wall: 265 System Derived 1.000 0.6 MWB MWB - Wall: 366 System Derived 1.000 0.6 MWB MWB - Wall: 467 System Derived 1.000 0.6 MWB MWB - Wall: 568 System Derived 1.000 0.6 MWB MWB - Wall: 669 System Derived 1.000 0.6 MWB MWB - Wall: 770 System Derived 1.000 0.6 MWB MWB - Wall: 871 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>79 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+80 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-81 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+82 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB84 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB85 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB86 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB87 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB88 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB89 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB90 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB91 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+92 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-93 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+94 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-






Grid1 - Grid2 7-E 7-CBase Plate W x L (in.) 8 X 11 8 X 11




SMS> Frm - - - - - - -<SMS Frm - - - - - - -

S> Frm - - - - - - -SD Frm - - - - - - -


Page: 37 of 123


<S Frm - - - - - - -W2> Frm - - - - - - -<W2 Frm - - - - - - -WPL Frm - - - - - - -WPR Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -MW Frm - - - - - - -CU Frm - - - - - - -

W1> Frm - - - - - - -<W1 Frm - - - - - - -

L Frm - - - - - - -S Frm - - - - - - -


WB1> Brc -0.82 -0.57 -0.82 0.57 - - -<WB1 Brc 0.82 0.56 0.81 -0.56 - - -WB3> Brc -0.77 -0.53 -0.77 0.53 - - -<WB3 Brc 0.77 0.53 0.77 -0.53 - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc - - - - - - -MWB Brc 1.00 0.69 1.00 -0.69 - - -MWB Brc - - - - - - -MWB Brc -1.00 -0.69 -1.00 0.69 - - -EB> Brc -1.33 -0.91 -1.33 0.91 - - -<EB Brc 1.33 0.91 1.33 -0.91 - - -SMS Frm - - - - - - -




D 0.0 0.0 0.6 0.6CG 0.0 0.0 0.0 0.0L> 0.0 0.0 0.0 0.0<L 0.0 0.0 0.0 0.0

SMS> 0.0 0.0 0.0 0.0<SMS 0.0 0.0 0.0 0.0

S> 0.0 0.0 0.0 0.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 0.0 0.0

W2> 0.0 0.0 0.0 0.0<W2 0.0 0.0 0.0 0.0WPL 0.0 0.0 0.0 0.0WPR 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 38 of 123


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 0.0 0.0 0.0 0.0<W1 0.0 0.0 0.0 0.0

L 0.0 0.0 0.0 0.0S 0.0 0.0 0.0 0.0

E> 0.0 0.0 0.0 0.0EG+ 0.0 0.0 0.0 0.0<E 0.0 0.0 0.0 0.0EG- 0.0 0.0 0.0 0.0


WB2> 1.7 1.7 0.0 0.0<WB2 1.6 1.6 0.0 0.0WB4> 1.5 1.5 0.0 0.0<WB4 1.5 1.5 0.0 0.0



(k) (k) (k) (k) (k) (k) (in-k) (in-k)0/0/0 7-E 2.29 80 2.40 91 - - - - 1.42 80 1.90 91 - - - -29/0/0 7-C 2.40 79 2.28 92 - - - - 1.42 92 1.90 79 - - - -



0/0/0 7-E 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187529/0/0 7-C 4 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



Load

(k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case0/0/0 2.36 1.91 91 2.33 -1.43 80 2.36 1.91 91 - - - 029/0/0 2.36 1.91 79 2.32 -1.42 92 2.36 1.91 79 - - - 0


Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case0/0/0 0.128 91 0.037 80 - 0 - 0 0.020 91 0.040 80 0.023 91 0.026 91 0.084 9129/0/0 0.128 79 0.037 92 - 0 - 0 0.020 79 0.040 92 0.023 79 0.026 79 0.084 79

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description1 1 S3 8.45 9.500 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12504 1 S3 8.45 9.500 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.1250


Page: 39 of 123



Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.252 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.253 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.254 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25





1 8/8/14 8/8/14 HFB3060 0.000 14 8/8/14 8/8/14 HFB3060 0.000 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 8.48 10.00 83 -1.1 -131.3 0.0 85.5 508.9 121.4 0.261 7.07 10.00 83 -1.3 22.0 0.062 2.58 9.00 83 -0.1 -111.8 0.0 8.1 164.4 97.1 0.692 0.42 9.00 83 1.0 22.1 0.053 2.58 9.00 71 -0.0 -111.8 0.0 8.1 164.5 97.1 0.683 0.42 9.00 71 -1.0 22.1 0.054 8.48 10.00 71 -1.1 -131.2 0.0 85.5 508.9 121.4 0.264 7.07 10.00 71 1.3 22.0 0.06


Deflection Load Combinations - FramingNo. Origin Factor Def H Def V Application Description1 System 1.000 0 180 1.0 L L2 System 1.000 0 180 1.0 SMS SMS3 System 1.000 60 180 0.42 W1> W1>4 System 1.000 60 180 0.42 <W1 <W15 System 1.000 60 180 0.42 W2> W2>6 System 1.000 60 180 0.42 <W2 <W27 System 1.000 60 180 0.42 WPL WPL8 System 1.000 60 180 0.42 WPR WPR


Page: 40 of 123


9 System Derived 1.000 60 180 0.42 WB1> WB1>10 System Derived 1.000 60 180 0.42 <WB1 <WB111 System Derived 1.000 60 180 0.42 WB2> WB2>12 System Derived 1.000 60 180 0.42 <WB2 <WB213 System Derived 1.000 60 180 0.42 WB3> WB3>14 System Derived 1.000 60 180 0.42 <WB3 <WB315 System Derived 1.000 60 180 0.42 WB4> WB4>16 System Derived 1.000 60 180 0.42 <WB4 <WB417 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG-18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-19 System Derived 1.000 10 0 1.0 EB> EB>20 System Derived 1.000 10 0 1.0 <EB <EB


Max. Horizontal Deflection ( H/534 ) 0.199 4 2 11 WB2>Max. Vertical Deflection for Span 1 ( L/99999 ) 0.000 4 2 16 <WB4




Page: 41 of 123


Secondary - Summary ReportLoads and Codes - Shape: Bldg 2 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)


Wind Load Snow Load Seismic LoadWind Speed: Vult: 96.00 (Vasd: 74.36) mph Ground Snow Load: pg: 5.00 psf Lateral Force Resisting Systems using Equivalent Force

ProcedureThe 'Envelope Procedure' is Used Flat Roof Snow: pf: 3.15 psf Mapped MCE Acceleration: Ss: 94.30 %gPrimaries Wind Exposure: C - Kz: 0.918 Design Snow (Sloped): ps: 2.71 psf Mapped MCE Acceleration: S1: 36.90 %gParts Wind Exposure Factor: 0.918 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - DefaultWind Enclosure: Enclosed Specified Minimum Roof Snow: 5.00 psf (Code) Seismic Importance: Ie: 1.000Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7544Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.4750




Design Load Combinations - PurlinNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS3 System 1.000 1.0 D + 1.0 CG + 1.0 S + 1.0 SD D + CG + S + SD4 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*5 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US16 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1)7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2)8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1> D + CG + <W2 + WB1>9 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1> D + CU + W1> + WB1>10 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB1> D + CG + L + W1> + WB1>11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB1> D + CG + L + <W2 + WB1>12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1> D + CG + S + W1> + WB1>13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1> D + CG + S + <W2 + WB1>14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB115 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB116 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB1 D + CG + L + W1> + <WB117 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB1 D + CG + L + <W2 + <WB118 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB119 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB120 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2>21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2>


Page: 42 of 123


22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D + CG + L + W1> + WB2>23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2>24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2> D + CG + S + W1> + WB2>25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2>26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1> + <WB229 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB230 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB231 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB232 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3>33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3>34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> D + CG + L + W1> + WB3>35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3>36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3> D + CG + S + W1> + WB3>37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3>38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB339 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB340 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB3 D + CG + L + W1> + <WB341 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB342 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB343 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB344 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4>45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4>46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> D + CG + L + W1> + WB4>47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4>48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4> D + CG + S + W1> + WB4>49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4>50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB451 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB452 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4 D + CG + L + W1> + <WB453 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB454 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB455 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB456 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+57 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG-58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG-





Page: 43 of 123


Wall: 1

18'-0

"

18'-0" 24'-0" 18'-0"

A EDB

1,1

2,1

3,1

3,1

4,1 4,2 4,3

5,1 5,2 5,3

6,1 6,2 6,3

2W1B0

33

33

2W1B0 2W1B1 2W1B2

7'-6

"3@

5'-0

"

Dimension Key1 3'-4 1/2"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 12,1 3.38 8.50x0.000 WD Sim-*** Yes 0.03,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 14,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.52 0.34 0.62 0.00 1 0.33 0.18 0.38 0.00 1 10.54,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.18 0.37 0.00 1 10.5 0.52 0.33 0.62 0.00 1 0.33 0.18 0.37 0.00 1 10.54,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.18 0.37 0.00 1 10.5 0.51 0.33 0.61 0.00 15,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.41 0.26 0.49 0.00 1 0.26 0.14 0.30 0.00 1 10.55,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.26 0.14 0.30 0.00 1 10.5 0.41 0.26 0.49 0.00 1 0.26 0.14 0.30 0.00 1 10.55,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.26 0.14 0.30 0.00 1 10.5 0.41 0.26 0.49 0.00 16,1 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.39 0.23 0.46 0.00 1 0.25 0.13 0.28 0.00 1 10.56,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.25 0.14 0.28 0.00 1 10.5 0.38 0.26 0.46 0.00 1 0.25 0.14 0.28 0.00 1 10.56,3 18.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.25 0.13 0.28 0.00 1 10.5 0.39 0.23 0.46 0.00 1


1 1 0.83 ( L/347 ) 12.00 1 0.42W1>2 1 0.00 ( L/0 ) 0.00 0 0.6W1>3 1 - - - - -4 1 0.17 ( L/1246 ) 7.00 1 0.42W1>4 2 0.27 ( L/1081 ) 29.88 1 0.42W1>4 3 0.17 ( L/1263 ) 52.88 1 0.42W1>5 1 0.13 ( L/1622 ) 7.00 1 0.42W1>5 2 0.22 ( L/1336 ) 29.88 1 0.42W1>5 3 0.14 ( L/1575 ) 52.88 1 0.42W1>6 1 0.07 ( L/2940 ) 6.50 1 0.42W1>6 2 0.27 ( L/1082 ) 29.88 1 0.42W1>6 3 0.08 ( L/2772 ) 53.38 1 0.42W1>


Page: 44 of 123



Page: 45 of 123


Wall: 2

120'-0"

18'-0

"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

6

BL

1

BLCLCL

2

CL

3

CL

4

CL

5

CL

1,1 1,2 1,3

2,1 2,2 2,3

3,14,1 4,2

5,1

6,1

6,1

7,1

8,1

9,1

10,1

11,1

12,1

2W2B1 2W2B2 2W2B3

2 2

22

22

2W2B4 22

22

2W2B52W2B4

2 2

2W2B5

7'-6

"5'

-0"

5'-6

"


Dimension Key1 1'-0"2 4'-0"3 1'-3"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.76 0.00 0.53 0.00 1 0.40 0.21 0.45 0.00 1 10.51,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.40 0.18 0.44 0.00 1 10.5 0.76 0.31 0.67 0.00 2 0.33 0.17 0.37 0.00 1 10.51,3 28.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.18 0.37 0.00 1 10.5 0.69 0.30 0.57 0.00 22,1 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.64 0.00 0.45 0.00 1 0.34 0.17 0.38 0.00 1 10.52,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.15 0.37 0.00 1 10.5 0.64 0.26 0.56 0.00 2 0.28 0.14 0.32 0.00 1 10.52,3 28.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.28 0.15 0.32 0.00 1 10.5 0.61 0.27 0.51 0.00 23,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 14,1 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 14,2 24.00 8.50x0.073 Z Sim-60.0 Yes 0.0 0.96 0.00 0.00 0.00 15,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.94 0.09 0.80 0.00 16,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 17,1 4.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.07 0.07 0.00 18,1 4.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.05 0.05 0.00 19,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 110,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.08 0.09 0.00 111,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.06 0.07 0.00 112,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 1


1 1 0.54 ( L/510 ) 11.00 1 0.42W1>1 2 0.14 ( L/1997 ) 36.88 1 0.42W1>1 3 0.34 ( L/857 ) 60.38 1 0.42W1>2 1 0.46 ( L/598 ) 11.00 1 0.42W1>2 2 0.11 ( L/2570 ) 36.38 1 0.42W1>2 3 0.30 ( L/960 ) 60.38 1 0.42W1>3 1 0.00 ( L/6459 ) 8.00 1 0.42W1>4 1 1.09 ( L/265 ) 12.00 1 0.42W1>4 2 0.96 ( L/286 ) 35.50 1 0.42W1>5 1 0.61 ( L/340 ) 8.50 1 0.42W1>6 1 0.62 ( L/333 ) 8.50 1 0.42W1>7 1 - - - - -8 1 - - - - -9 1 0.62 ( L/332 ) 8.50 1 0.42W1>10 1 - - - - -11 1 - - - - -


Page: 46 of 123


12 1 0.00 ( L/6430 ) 8.00 1 0.42W1>


Page: 47 of 123


Wall: 3

18'-0

"

30'-0" 30'-0"

E ACC

1,1

2,1

2,1

3,1 3,2

4,1 4,2

5,1 5,2

6,1 6,23

3

33

2W3B0 2W3B1

7'-6

"5'

-0"

12

Dimension Key1 2'-8"2 2'-4"3 3'-4 1/2"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 3.38 8.50x0.000 WD Sim-*** Yes 0.02,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 13,1 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.83 0.46 0.95 0.00 1 0.80 0.23 0.83 0.00 1 46.53,2 30.00 8.50x0.068 Z Con-60.0 Yes 46.5 0.80 0.23 0.83 0.00 1 46.5 0.86 0.00 0.00 0.00 14,1 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.94 0.28 0.78 0.00 2 0.47 0.16 0.50 0.00 1 10.54,2 30.00 8.50x0.060 Z Con-60.0 Yes 46.5 0.47 0.16 0.50 0.00 1 10.5 0.94 0.28 0.78 0.00 25,1 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.61 0.18 0.51 0.00 2 0.31 0.11 0.33 0.00 1 10.55,2 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.31 0.11 0.33 0.00 1 10.5 0.61 0.18 0.51 0.00 26,1 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.85 0.27 0.72 0.00 2 0.43 0.16 0.46 0.00 1 10.56,2 30.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.43 0.16 0.46 0.00 1 10.5 0.85 0.27 0.72 0.00 2


1 1 0.00 ( L/0 ) 0.00 0 0.6W1>2 1 - - - - -3 1 1.25 ( L/287 ) 12.00 1 0.42W1>3 2 0.95 ( L/377 ) 48.38 1 0.42W1>4 1 0.79 ( L/454 ) 12.50 1 0.42W1>4 2 0.82 ( L/441 ) 47.38 1 0.42W1>5 1 0.52 ( L/696 ) 12.50 1 0.42W1>5 2 0.53 ( L/677 ) 47.38 1 0.42W1>6 1 0.67 ( L/538 ) 12.50 1 0.42W1>6 2 0.69 ( L/524 ) 47.38 1 0.42W1>7 1 0.05 ( L/2819 ) 6.00 1 0.42W1>7 2 0.05 ( L/2819 ) 18.00 1 0.42W1>


Page: 48 of 123



Page: 49 of 123


Wall: 4

120'-0"

18'-0

"

1 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1

1

BL

6

BLCL CL

2

CL

3

CL

4

CL

5

CL

1,1

2,1

3,14,

1

5,1

6,1 6,2 6,3

7,1 7,1

8,1 8,1

9,1 9,1

10,1

10,1

10,1

11,1

12,113,1 13,2

14,1

14,1

15,1 15,2

16,1

16,117,1

18,1

2 2

22

22

2W4B1 2W4B1

2 2

22

22

2W4B2 2W4B2

2 2

22

22

2W4B3 22

22

2W4B4 22

22

2W4B5

2 22 2

2W4B5

7'-6

"5'

-0"

5'-6

"


Dimension Key1 1'-0"2 4'-0"3 3'-4 1/2"4 3'-0"5 1'-3"


Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 4.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.07 0.07 0.00 12,1 4.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.05 0.05 0.00 13,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 14,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 15,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 16,1 24.00 8.50x0.073 Z Sim-60.0 Yes 0.0 0.96 0.00 0.00 0.00 16,2 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 16,3 24.00 8.50x0.079 Z Sim-60.0 Yes 0.0 0.96 0.00 0.00 0.00 17,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.08 0.09 0.00 18,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.06 0.07 0.00 19,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 110,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.96 0.09 0.82 0.00 111,1 17.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.09 0.82 0.00 112,1 3.38 8.50x0.000 WD Sim-*** Yes 0.013,1 28.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.84 0.33 0.74 0.00 2 0.44 0.20 0.48 0.00 1 10.513,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.44 0.22 0.49 0.00 1 10.5 0.89 0.37 0.72 0.00 214,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 115,1 28.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.68 0.28 0.61 0.00 2 0.36 0.17 0.40 0.00 1 10.515,2 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.36 0.18 0.40 0.00 1 10.5 0.59 0.33 0.67 0.00 116,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.03 0.03 0.00 117,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 118,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 1


1 1 - - - - -2 1 - - - - -3 1 0.00 ( L/6430 ) 8.00 1 0.42W1>4 1 0.62 ( L/333 ) 8.50 1 0.42W1>5 1 0.62 ( L/332 ) 8.50 1 0.42W1>6 1 0.96 ( L/286 ) 12.50 1 0.42W1>6 2 1.09 ( L/263 ) 36.00 1 0.42W1>6 3 1.10 ( L/261 ) 60.00 1 0.42W1>7 1 - - - - -


Page: 50 of 123


8 1 - - - - -9 1 0.00 ( L/6459 ) 8.00 1 0.42W1>10 1 0.62 ( L/334 ) 8.50 1 0.42W1>11 1 0.63 ( L/331 ) 8.50 1 0.42W1>12 1 0.00 ( L/0 ) 0.00 0 0.6W1>13 1 0.27 ( L/1068 ) 15.00 1 0.42W1>13 2 0.54 ( L/515 ) 41.38 1 0.42W1>14 1 - - - - -15 1 0.23 ( L/1273 ) 15.00 1 0.42W1>15 2 0.43 ( L/637 ) 41.38 1 0.42W1>16 1 - - - - -17 1 - - - - -18 1 - - - - -


Page: 51 of 123


Wall: 5

15'-0

"

60'-0"

A E

Opening 2 Opening 4


Page: 52 of 123


Wall: 6

Open

20'-0"

10'-0

"

15'-0

"

7

BL

6



Page: 53 of 123


Wall: 7

Open

10'-0

"

1 29'-0" 29'-0" 1

E AC

Dimension Key1 1'-0"


Page: 54 of 123


Wall: 8

Open

20'-0"

15'-0

"

10'-0

"

6

BL

7



Page: 55 of 123


Roof: A

1'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

2,1 2,2 2,3 2,4 2,5

2,1 2,2 2,3 2,4 2,5

3,1 3,2 3,3 3,4 3,5

X

Y

Maximum Secondary Designs for Shape Bldg 2 on Side A Detail Exterior Interior Exterior


Maximum Secondary Deflections for Shape Bldg 2 on Side ADesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -0.86 ( L/323 ) 11.00 1 1.0L1 2 -0.22 ( L/1283 ) 36.88 1 1.0L1 3 -0.54 ( L/538 ) 59.88 1 1.0L1 4 -0.23 ( L/1278 ) 83.38 1 1.0L1 5 -0.87 ( L/319 ) 108.88 1 1.0L2 1 -0.84 ( L/327 ) 10.50 1 1.0L2 2 -0.16 ( L/1853 ) 36.88 1 1.0L2 3 -0.51 ( L/566 ) 59.88 1 1.0L2 4 -0.19 ( L/1483 ) 83.38 1 1.0L2 5 -0.86 ( L/321 ) 108.88 1 1.0L3 1 -0.89 ( L/308 ) 12.50 1 1.0L3 2 -1.07 ( L/270 ) 36.00 1 1.0L3 3 -0.58 ( L/501 ) 60.00 1 1.0L3 4 -1.07 ( L/270 ) 84.00 1 1.0L3 5 -0.89 ( L/308 ) 107.50 1 1.0L


Page: 56 of 123


Purlin Anchorage Forces for Shape Bldg 2, Roof A, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm


1 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.0012 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0013 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0014 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0015 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.001

ReferenceFrm-Line


Force perAnchor


ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr



6(120.00) Frame 1.02D 0.38D (k) 0.55W 2 2, 0 4.807 6.532 0.126 0.030 0.240


Page: 57 of 123


Roof: B

1'-0" 23'-0" 24'-0" 24'-0" 24'-0" 23'-0" 1'-0"

18'-6

5/8

"12

'-4 7

/16"

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

1,1 1,2 1,3 1,4 1,5

2,1 2,2 2,3 2,4 2,5

2,1 2,2 2,3 2,4 2,5

3,1 3,2 3,3 3,4 3,5

X

Y

Maximum Secondary Designs for Shape Bldg 2 on Side B Detail Exterior Interior Exterior


Maximum Secondary Deflections for Shape Bldg 2 on Side BDesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -0.86 ( L/323 ) 11.00 1 1.0L1 2 -0.22 ( L/1283 ) 36.88 1 1.0L1 3 -0.54 ( L/538 ) 59.88 1 1.0L1 4 -0.23 ( L/1278 ) 83.38 1 1.0L1 5 -0.87 ( L/319 ) 108.88 1 1.0L2 1 -0.85 ( L/324 ) 11.00 1 1.0L2 2 -0.20 ( L/1477 ) 36.88 1 1.0L2 3 -0.51 ( L/566 ) 59.88 1 1.0L2 4 -0.15 ( L/1864 ) 83.38 1 1.0L2 5 -0.85 ( L/324 ) 108.88 1 1.0L3 1 -0.89 ( L/308 ) 12.50 1 1.0L3 2 -1.07 ( L/270 ) 36.00 1 1.0L3 3 -1.07 ( L/270 ) 60.00 1 1.0L3 4 -1.07 ( L/270 ) 84.00 1 1.0L3 5 -0.89 ( L/308 ) 107.50 1 1.0L


Page: 58 of 123


Purlin Anchorage Forces for Shape Bldg 2, Roof B, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm


1 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.0012 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0013 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0014 0.060 -17.40 1 6 24.00 N 30.92 0.800 0.0015 0.068 -17.40 1 6 24.00 N 30.92 0.800 0.001

ReferenceFrm-Line


Force perAnchor


ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr



6(120.00) Frame 1.02D 0.38D (k) 0.55W 2 2, 0 4.807 6.532 0.126 0.030 0.240


Page: 59 of 123


Roof: C

1'-0" 29'-0" 29'-0" 1'-0"

20'-7

3/8

"

1,1 1,2

1,1 1,2

1,1 1,2

2,1 2,2

3,1 3,2

X

Y

Maximum Secondary Designs for Shape Bldg 2 on Side C Detail Exterior Interior Exterior

Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld LapId (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.)1,1 30.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.90 0.23 0.76 0.00 1 0.77 0.15 0.80 0.60 1 46.51,2 30.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.77 0.15 0.80 0.60 1 46.5 0.90 0.23 0.76 0.00 12,1 30.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.89 0.18 0.82 0.00 3 0.86 0.11 0.87 0.50 3 46.52,2 30.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.86 0.11 0.87 0.50 3 46.5 0.89 0.18 0.82 0.00 33,1 30.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.75 0.00 273,2 30.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.71 0.00 0.75 0.00 27

Maximum Secondary Deflections for Shape Bldg 2 on Side CDesign Id Segment Deflection(in.) Ratio Location(ft) Load Case Description

1 1 -1.21 ( L/287 ) 12.50 1 1.0L1 2 -1.23 ( L/284 ) 47.38 1 1.0L2 1 -0.87 ( L/401 ) 12.50 1 1.0L2 2 -0.88 ( L/396 ) 47.38 1 1.0L3 1 -1.68 ( L/208 ) 15.50 1 1.0L3 2 -1.68 ( L/208 ) 44.50 1 1.0L

Purlin Anchorage Forces for Shape Bldg 2, Roof C, Panel Type is PR, Pitch = 3.000:12 AR Clip if req'd - EPC3Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm


1 0.088 -20.21 3 4 30.00 N 20.62 1.000 0.0052 0.088 -20.21 3 4 30.00 N 20.62 1.000 0.005

ReferenceFrm-Line


Force perAnchor


ActualAR, STD

RequiredStiffness

AvailableStiffness

DiaphragmAllow

DiaphragmShr


1(0.00) Frame 0.86D 0.47D (k) 0.60W 1 1, 0 4.028 5.146 0.126 0.037 0.2952(30.00) Frame 1.76D 0.67D (k) 0.68W 1 1, 0 8.276 10.079 0.126 0.036 0.2853(60.00) Frame 0.86D 0.47D (k) 0.60W 1 1, 0 4.028 5.146 0.126 0.037 0.295


Page: 60 of 123


Framing - Summary ReportLoads and Codes - Shape: Bldg 2 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)









Page: 61 of 123



30'-0"

18'-0" 24'-0" 18'-0"

E

BL

A

BL

CL

D

CL

B

60'-0"


1

7'-6

"5'

-0"

4'-9

"2

GFB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

GFB

34

3 @ 5'-0"

5

1

7'-6

"5'

-0"

4'-9

"2

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

23

4

5 6

78

9

10

11 12


Frame ClearancesHoriz. Clearance between members 1(DCC001) and 10(DCC001): 57'-2"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 62 of 123



1/0/0 12/6/0 Post & Beam 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2)6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3)7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>8 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS9 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD

10 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD11 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*12 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US113 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>14 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W215 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL16 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR17 System 1.000 0.6 MW MW - Wall: 118 System 1.000 0.6 MW MW - Wall: 219 System 1.000 0.6 MW MW - Wall: 320 System 1.000 0.6 MW MW - Wall: 421 System 1.000 0.6 MW MW - Wall: 522 System 1.000 0.6 MW MW - Wall: 623 System 1.000 0.6 MW MW - Wall: 724 System 1.000 0.6 MW MW - Wall: 825 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>26 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W127 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL28 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W137 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W239 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR41 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+42 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+43 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-44 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-45 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+46 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+47 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-48 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-49 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+50 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+51 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-52 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1> D + CG + WPR + WB1>54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1> D + CU + WPR + WB1>55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1> D + CG + L + WPR + WB1>56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1> D + CG + S + WPR + WB1>57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB158 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB159 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB160 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1


Page: 63 of 123


61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3>62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3>63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3>64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3>65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB366 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB367 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB368 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB369 System Derived 1.000 0.6 MWB MWB - Wall: 170 System Derived 1.000 0.6 MWB MWB - Wall: 271 System Derived 1.000 0.6 MWB MWB - Wall: 372 System Derived 1.000 0.6 MWB MWB - Wall: 473 System Derived 1.000 0.6 MWB MWB - Wall: 574 System Derived 1.000 0.6 MWB MWB - Wall: 675 System Derived 1.000 0.6 MWB MWB - Wall: 776 System Derived 1.000 0.6 MWB MWB - Wall: 877 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB>78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB>79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB>80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB>81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB>82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB>83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB>84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB>85 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+86 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG-87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB95 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+96 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.25 0.0600 0.1200 8.50 8.50 17.25 102.1 60.00 60.00 BP SS 2C2 5.00 0.1345 0.1644 10.00 10.00 3.90 46.2 55.00 55.00 SS SS 3P3 5.00 0.1345 0.1644 10.00 10.00 8.92 89.4 55.00 55.00 SS SS 3P4 5.00 0.1345 0.1644 10.00 10.00 5.16 51.7 55.00 55.00 SS SS 3P5 5.00 0.1345 0.1644 10.00 10.00 12.21 126.7 55.00 55.00 SS SP 3P6 5.00 0.1345 0.1644 10.00 10.00 12.21 126.7 55.00 55.00 SP SS 3P7 5.00 0.1345 0.1644 10.00 10.00 5.16 51.7 55.00 55.00 SS SS 3P8 5.00 0.1345 0.1644 10.00 10.00 8.92 89.4 55.00 55.00 SS SS 3P9 5.00 0.1345 0.1644 10.00 10.00 3.90 46.2 55.00 55.00 SS SS 3P

10 5.25 0.0600 0.1200 8.50 8.50 17.25 102.1 60.00 60.00 BP SS 2C11 5.25 0.0680 0.1360 8.50 8.50 20.70 138.9 60.00 60.00 BP SS 2C12 5.25 0.0730 0.1460 8.50 8.50 20.70 151.7 60.00 60.00 BP SS 2C


Member Joint 1 Joint 21 No Yes10 No Yes11 No Yes12 No Yes


0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000060/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000018/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.000042/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000


Page: 64 of 123



Type Exterior Column Interior Column Interior Column Exterior ColumnX-Loc 0/0/0 18/0/0 42/0/0 60/0/0

Grid1 - Grid2 1-E 1-D 1-B 1-ABase Plate W x L (in.) 8 X 8.5 8 X 8.5 8 X 8.5 8 X 8.5

Base Plate Thickness (in.) 0.313 0.313 0.313 0.313Anchor Rod Qty/Diam. (in.) 2 - 0.750 2 - 0.750 2 - 0.750 2 - 0.750

Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0"Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy

D Frm - 0.34 - - 0.96 - - 0.98 - 0.34 -CG Frm - 0.44 - - 1.44 - - 1.44 - 0.44 -L> Frm - 1.75 - - 5.42 - - 5.42 - 1.75 -<L Frm - 1.75 - - 5.42 - - 5.42 - 1.75 -

ASL^ Frm - -0.44 - - 3.18 - - 3.18 - -0.44 -^ASL Frm - 2.19 - - 2.24 - - 2.24 - 2.19 -SMS> Frm - 0.44 - - 1.44 - - 1.44 - 0.44 -<SMS Frm - 0.44 - - 1.44 - - 1.44 - 0.44 -

S> Frm - 0.24 - - 0.78 - - 0.78 - 0.24 -SD Frm - - - - - - - - - - -<S Frm - 0.24 - - 0.78 - - 0.78 - 0.24 -

US1* Frm - - - - 0.56 - - 1.19 - 0.17 -*US1 Frm - 0.17 - - 1.19 - - 0.56 - - -W2> Frm -1.80 -0.87 - - -4.17 - - -2.67 -0.80 -0.95 -<W2 Frm 0.80 -0.95 - - -2.67 - - -4.17 1.80 -0.87 -WPL Frm 1.29 -1.56 - - -3.21 - - -5.39 -1.29 -2.46 -WPR Frm 1.29 -2.46 - - -5.39 - - -3.21 -1.29 -1.56 -MW Frm - - - - - - - - - - -MW Frm - 0.08 - - -0.41 - - -0.40 1.71 0.73 -MW Frm - - - - - - - - - - -MW Frm -1.71 0.73 - - -0.40 - - -0.41 - 0.08 -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -MW Frm - - - - - - - - - - -CU Frm - - - - - - - - - - -

W1> Frm -1.09 -1.73 - 4.06 -5.80 - 4.06 -4.30 -1.51 -1.81 -<W1 Frm 1.51 -1.81 - -3.65 -4.29 - -3.65 -5.80 1.09 -1.73 -

L Frm - 1.75 - - 5.42 - - 5.42 - 1.75 -S Frm - 0.24 - - 0.78 - - 0.78 - 0.24 -

E> Frm -0.04 0.01 - 0.08 - - 0.08 - -0.04 - -EG+ Frm - 0.12 - - 0.41 - - 0.41 - 0.12 -<E Frm 0.04 -0.01 - -0.08 - - -0.08 - 0.04 - -EG- Frm - -0.12 - - -0.41 - - -0.41 - -0.12 -

WB1> Brc - - -1.91 - -1.78 - - 1.78 - - -<WB1 Brc - - - - 1.77 1.91 - -1.78 - - -WB3> Brc - - -1.91 - -1.81 - - 1.80 - - -<WB3 Brc - - - - 1.80 1.91 - -1.81 - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - 2.29 2.47 - -2.29 - - -MWB Brc - - - - - - - - - - -MWB Brc - - -2.47 - -2.29 - - 2.29 - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -MWB Brc - - - - - - - - - - -EB> Brc - - -1.60 - -1.51 - - 1.51 - - -<EB Brc - - - - 1.51 1.60 - -1.51 - - -SMS Frm - 0.44 - - 1.44 - - 1.44 - 0.44 -



D 0.0 0.0 2.6 2.6


Page: 65 of 123


CG 0.0 0.0 3.8 3.8L> 0.0 0.0 14.4 14.4<L 0.0 0.0 14.4 14.4

ASL^ 0.0 0.0 5.5 5.5^ASL 0.0 0.0 8.9 8.9SMS> 0.0 0.0 3.8 3.8<SMS 0.0 0.0 3.8 3.8

S> 0.0 0.0 2.0 2.0SD 0.0 0.0 0.0 0.0<S 0.0 0.0 2.0 2.0


W1> 4.9 4.9 13.6 13.6<W1 4.9 4.9 13.6 13.6

L 0.0 0.0 14.4 14.4S 0.0 0.0 2.0 2.0

E> 1.7 1.7 0.0 0.0EG+ 0.0 0.0 1.1 1.1<E 1.7 1.7 0.0 0.0EG- 0.0 0.0 1.1 1.1




0/0/0 1-E 1.08 13 0.91 26 - - - - 1.27 28 2.97 4 - - - -18/0/0 1-D 2.78 85 - - 2.19 26 2.44 25 3.73 54 8.10 5 - - - -30/0/0 25/6/0 2.82 45 2.82 46 - - - - - - - - - - - -42/0/0 1-B - - 2.78 95 2.19 26 2.44 25 3.73 66 8.13 6 - - - -60/0/0 1-A 0.91 25 1.08 14 - - - - 1.27 27 2.97 4 - - - -




Page: 66 of 123


0/0/0 1-E 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted18/0/0 1-D 11 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted42/0/0 1-B 12 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted60/0/0 1-A 10 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted



0/0/0 1.08 0.25 13 0.77 -1.28 54 - 2.97 4 - - - 018/0/0 2.44 -2.90 25 0.01 -3.73 54 0.01 8.11 5 1.14 -3.73 0.01 5442/0/0 2.44 -1.99 25 0.01 -3.73 66 0.01 8.13 6 1.14 -3.73 0.01 6660/0/0 1.08 0.25 14 0.77 -1.27 66 - 2.96 4 - - - 0



18/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 042/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 060/0/0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0 - 0

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S5 0.87 9.731 59.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12504 1 S5 4.80 9.731 59.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12507 1 S5 0.36 9.731 59.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.12509 1 S5 3.74 9.731 59.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)5 2 SP 0.250 6.00 13.06 0.500 A325N/PT 3.00 11 Flush 7.43 31 Extended 2.756 1 SP 0.250 6.00 13.06 0.500 A325N/PT 3.00 11 Flush 7.43 31 Extended 2.75

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld5 2 26 1.9 0.1 17.9 AISC DG-16/Thin plate 0.228 0.007 0.343 0.000 0.000 0.007 0.516 0.6316 1 26 1.9 0.1 17.9 AISC DG-16/Thin plate 0.228 0.007 0.343 0.000 0.000 0.007 0.516 0.631

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld5 2 3 -0.0 0.0 141.6 AISC DG-16/Thin plate 0.507 0.001 0.973 0.218 0.288 0.001 0.516 0.6316 1 3 -0.0 0.0 141.6 AISC DG-16/Thin plate 0.507 0.001 0.973 0.218 0.288 0.001 0.516 0.631



Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange WebNo. No. Cs (k) (k) Cs (k) (k) Tension Shear V + T Bending Yielding Bearing Weld Weld


3 0/5/0 26/0/10 GFB2037 0.058 44 1/4/7 16/2/2 GFB2037 0.147 35 1/2/9 11/2/2 GFB2037 0.212 55 10/8/9 1/8/2 GFB2037 0.037 36 1/6/0 1/8/2 GFB2037 0.037 36 11/0/0 11/2/2 GFB2037 0.212 67 3/9/7 16/2/2 GFB2037 0.147 3


Page: 67 of 123


8 8/6/1 26/0/10 GFB2037 0.058 4


ReactionConn.Force


Rb AllowShear

Comp FB ForceR1

FB AngleR2

MinPurlin



18/0/0 1-D 2.33 0.74 Std 46.23 2.54 N 0.65 30.29 0.068 GFB 2.86 4.71 3.07N 0.20 30.29 0.068 GFB 2.86 4.71 3.07

42/0/0 1-B 2.33 0.74 Std 46.23 2.54 N 0.65 30.29 0.068 GFB 2.86 4.71 3.07N 0.20 30.29 0.068 GFB 2.86 4.71 3.07


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 7.50 8.50 30 -1.3 -35.4 0.0 7.9 66.6 40.3 0.701 0.00 8.50 13 1.1 5.0 0.222 3.64 10.00 4 -0.3 78.6 0.0 56.9 212.4 26.6 0.372 0.26 10.00 4 2.4 32.1 0.073 2.85 10.00 4 -0.1 105.6 0.0 30.1 212.4 26.6 0.503 8.92 10.00 5 -2.1 32.1 0.074 4.90 10.00 5 0.9 -188.0 0.0 97.2 212.4 26.6 0.894 4.90 10.00 5 -3.7 32.1 0.125 0.00 10.00 5 -1.0 -188.0 0.0 54.1 212.4 26.6 0.895 0.00 10.00 5 4.0 32.1 0.136 12.37 10.00 6 -1.0 -188.4 0.0 54.1 212.4 26.6 0.906 12.37 10.00 6 -4.0 32.1 0.127 0.00 10.00 6 0.9 -188.3 0.0 97.2 212.4 26.6 0.897 0.00 10.00 6 3.7 32.1 0.128 6.07 10.00 4 -0.1 105.5 0.0 30.1 212.4 26.6 0.508 0.00 10.00 6 2.1 32.1 0.079 0.00 10.00 4 -0.3 78.6 0.0 56.9 212.4 26.6 0.379 3.38 10.00 4 -2.4 32.1 0.0710 7.50 8.50 29 -1.3 -35.4 0.0 7.9 66.6 40.3 0.7010 0.00 8.50 14 -1.1 5.0 0.2211 7.50 8.50 25 2.9 -142.2 0.0 70.9 140.8 26.0 1.0111 0.00 8.50 25 -2.4 7.2 0.3412 12.50 8.50 29 -4.6 -113.2 0.0 24.3 154.7 31.4 0.9812 0.00 8.50 25 -2.4 9.0 0.27

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 7.50 201.18 150.0 150.0 1.74 1.74 18.44 2.41 3.64 0.72 0.00 0.00 0.00 42.91 1.00 1.00 0.00 -2 3.64 206.37 45.6 45.6 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.47 1.00 1.16 0.733 2.85 206.37 118.5 58.5 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.09 1.00 1.16 1.004 4.90 206.37 60.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.22 1.00 1.16 1.005 0.00 148.43 60.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.21 1.00 1.16 0.756 12.37 148.43 60.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.21 1.00 1.16 0.757 0.00 206.37 60.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.22 1.00 1.16 1.008 6.07 206.37 118.5 58.5 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.09 1.00 1.16 1.009 0.00 206.37 45.6 45.6 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.47 1.00 1.16 0.7310 7.50 201.18 150.0 150.0 1.74 1.74 18.44 2.41 3.64 0.72 0.00 0.00 0.00 42.91 1.00 1.00 0.00 -11 7.50 256.08 90.0 90.0 1.97 1.97 20.85 2.75 4.38 0.87 0.00 0.00 0.00 48.88 1.00 1.00 0.00 -12 12.50 256.08 100.9 100.9 2.15 2.15 22.76 3.21 5.03 1.18 0.00 0.00 0.00 56.99 1.00 1.00 0.00 -



Page: 68 of 123


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/8132 ) 0.025 1 2 5 W2>Max. Vertical Deflection for Span 1 ( L/2114 ) -0.096 3 1 1 LMax. Vertical Deflection for Span 2 ( L/794 ) -0.363 6 1 1 LMax. Vertical Deflection for Span 3 ( L/2129 ) -0.095 9 1 1 L



Page: 69 of 123



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB GFB G

FB

34

3 @ 5'-0"

5

GFB

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




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SMS> Frm 1.84 3.52 -1.84 3.53 - - -<SMS Frm 1.84 3.52 -1.84 3.53 - - -

S> Frm 1.00 1.91 -1.00 1.91 - - -SD Frm - - - - - - -<S Frm 1.00 1.91 -1.00 1.91 - - -


W1> Frm -8.28 -12.09 1.13 -8.63 - - -<W1 Frm -1.13 -8.63 8.28 -12.09 - - -

L Frm 4.41 8.46 -4.41 8.46 - - -S Frm 1.00 1.91 -1.00 1.91 - - -




D 0.0 0.0 4.4 4.3CG 0.0 0.0 7.0 7.1L> 0.0 0.0 16.9 16.9<L 0.0 0.0 16.9 16.9

SMS> 0.0 0.0 7.1 7.1<SMS 0.0 0.0 7.1 7.1

S> 0.0 0.0 3.8 3.8SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.8 3.8

US1* 0.0 0.0 3.6 3.6*US1 0.0 0.0 3.6 3.6W2> 7.2 7.2 11.4 11.4<W2 7.2 7.2 11.4 11.4


Page: 72 of 123



W1> 7.2 7.2 20.7 20.7<W1 7.2 7.2 20.7 20.7

L 0.0 0.0 16.9 16.9S 0.0 0.0 3.8 3.8

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.0 2.0<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.0 2.0SMS 0.0 0.0 7.1 7.1



0/0/0 2-E 4.39 21 7.21 1 - - - - 5.97 21 14.12 1 - - - -60/0/0 2-A 7.21 1 4.39 22 - - - - 5.97 22 14.12 1 - - - -






0/0/0 7.30 14.18 2 4.38 -5.95 21 7.30 14.18 2 - - - 060/0/0 7.30 14.15 1 4.38 -5.95 22 7.30 14.15 1 - - - 0



60/0/0 0.396 1 0.155 22 - 0 - 0 0.123 1 0.225 22 0.228 1 0.203 1 0.224 1



Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.002 1 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.003 2 SP 0.375 6.00 14.40 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50


Page: 73 of 123


4 1 SP 0.375 6.00 14.40 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.505 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.006 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.00





1 7/6/0 7/6/0 GFB2081 0.812 21 12/6/0 12/6/0 (2)GFB3000 0.541 22 4/3/13 26/0/10 (2)GFB3000 0.499 22 14/2/5 16/2/2 GFB2063 0.361 23 4/0/0 11/2/2 GFB2050 0.149 373 9/0/0 6/2/2 GFB2050 0.126 13 13/6/0 1/8/2 GFB2050 0.070 14 1/6/0 1/8/2 GFB2050 0.070 24 6/0/0 6/2/2 GFB2050 0.126 24 11/0/0 11/2/2 GFB2050 0.149 25 6/0/0 21/2/2 GFB2081 0.635 15 10/10/8 26/0/10 (2)GFB3000 0.499 16 7/6/0 7/6/0 GFB2081 0.812 16 12/6/0 12/6/0 (2)GFB3000 0.541 1



Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 15.73 188.70 38.6 38.6 6.20 1.25 714.40 5.21 51.03 2.09 60.12 3.25 0.07 1003.76 1.09 0.90 1.00 0.522 3.38 338.73 118.6 118.6 5.71 1.25 517.64 5.21 42.43 2.09 49.40 3.23 0.07 760.24 1.64 0.95 1.00 0.68


Page: 74 of 123


3 11.25 338.73 54.0 54.0 3.44 0.67 83.93 2.81 12.91 1.12 15.31 1.77 0.03 116.15 1.01 1.00 1.19 0.674 3.61 338.73 54.0 54.0 3.44 0.67 83.93 2.81 12.91 1.12 15.31 1.77 0.03 116.15 1.01 1.00 1.19 0.675 13.36 338.73 29.8 29.8 6.06 1.25 655.82 5.21 48.58 2.09 57.05 3.24 0.07 932.68 1.10 0.91 1.00 0.526 15.73 188.70 38.6 38.6 6.20 1.25 714.40 5.21 51.03 2.09 60.12 3.25 0.07 1003.76 1.09 0.90 1.00 0.52


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-






Page: 75 of 123



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




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SMS> Frm 1.86 3.60 -1.86 3.60 - - -<SMS Frm 1.86 3.60 -1.86 3.60 - - -

S> Frm 1.01 1.95 -1.01 1.95 - - -SD Frm - - - - - - -


Page: 78 of 123



W1> Frm -7.98 -11.80 1.04 -8.49 - - -<W1 Frm -1.04 -8.49 7.98 -11.80 - - -

L Frm 4.46 8.64 -4.46 8.64 - - -S Frm 1.01 1.95 -1.01 1.95 - - -





D 0.0 0.0 4.5 4.4CG 0.0 0.0 7.2 7.2L> 0.0 0.0 17.3 17.3<L 0.0 0.0 17.3 17.3

SMS> 0.0 0.0 7.2 7.2<SMS 0.0 0.0 7.2 7.2

S> 0.0 0.0 3.9 3.9SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.9 3.9



Page: 79 of 123


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.9 6.9 20.3 20.3<W1 6.9 6.9 20.3 20.3

L 0.0 0.0 17.3 17.3S 0.0 0.0 3.9 3.9

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.1 2.1<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.1 2.1




0/0/0 3-E 4.20 21 7.29 1 - - - - 5.77 21 14.43 1 - - - -60/0/0 3-A 7.29 1 4.20 22 - - - - 5.77 22 14.43 1 - - - -






0/0/0 7.38 14.49 2 4.20 -5.75 21 7.38 14.49 2 - - - 060/0/0 7.38 14.46 1 4.20 -5.75 22 7.38 14.46 1 - - - 0



60/0/0 0.400 1 0.150 22 - 0 - 0 0.126 1 0.217 22 0.233 1 0.226 1 0.225 1




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10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-






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30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

4'-9

"2

(2)G

FB

GFB G

FB

GFB

34

3 @ 5'-0"

5

GFB

GFB

GFB

(2)G

FB

34

3 @ 5'-0"

5

1

GFB

(2)GFB

18'-0

"6

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




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SMS> Frm 1.86 3.60 -1.86 3.60 - - -<SMS Frm 1.86 3.60 -1.86 3.60 - - -

S> Frm 1.01 1.95 -1.01 1.95 - - -SD Frm - - - - - - -


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W1> Frm -7.98 -11.80 1.04 -8.49 - - -<W1 Frm -1.04 -8.49 7.98 -11.80 - - -

L Frm 4.46 8.64 -4.46 8.64 - - -S Frm 1.01 1.95 -1.01 1.95 - - -





D 0.0 0.0 4.5 4.4CG 0.0 0.0 7.2 7.2L> 0.0 0.0 17.3 17.3<L 0.0 0.0 17.3 17.3

SMS> 0.0 0.0 7.2 7.2<SMS 0.0 0.0 7.2 7.2

S> 0.0 0.0 3.9 3.9SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.9 3.9



Page: 86 of 123


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.9 6.9 20.3 20.3<W1 6.9 6.9 20.3 20.3

L 0.0 0.0 17.3 17.3S 0.0 0.0 3.9 3.9

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.1 2.1<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.1 2.1




0/0/0 4-E 4.20 21 7.29 1 - - - - 5.77 21 14.43 1 - - - -60/0/0 4-A 7.29 1 4.20 22 - - - - 5.77 22 14.43 1 - - - -






0/0/0 7.38 14.49 2 4.20 -5.75 21 7.38 14.49 2 - - - 060/0/0 7.38 14.46 1 4.20 -5.75 22 7.38 14.46 1 - - - 0



60/0/0 0.400 1 0.150 22 - 0 - 0 0.126 1 0.217 22 0.233 1 0.226 1 0.225 1




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Page: 88 of 123




10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-






Page: 89 of 123



30'-0"E

BL

A

BL60'-0"


1

GFB

(2)GFB

7'-6

"5'

-0"

5'-6

"

(2)G

FB

GFB G

FB GFB G

FB

23

3 @ 5'-0"

4

GFB

GFB

GFB

GFB

(2)G

FB

23

3 @ 5'-0"

4

1

GFB

(2)GFB

18'-0

"5

X

Y

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3 4

5

6




Page: 90 of 123






Page: 91 of 123












SMS> Frm 1.84 3.52 -1.84 3.53 - - -<SMS Frm 1.84 3.52 -1.84 3.53 - - -

S> Frm 1.00 1.91 -1.00 1.91 - - -SD Frm - - - - - - -


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W1> Frm -8.07 -12.03 1.31 -8.69 - - -<W1 Frm -1.31 -8.69 8.07 -12.03 - - -

L Frm 4.41 8.46 -4.41 8.46 - - -S Frm 1.00 1.91 -1.00 1.91 - - -





D 0.0 0.0 4.4 4.3CG 0.0 0.0 7.0 7.1L> 0.0 0.0 16.9 16.9<L 0.0 0.0 16.9 16.9

SMS> 0.0 0.0 7.1 7.1<SMS 0.0 0.0 7.1 7.1

S> 0.0 0.0 3.8 3.8SD 0.0 0.0 0.0 0.0<S 0.0 0.0 3.8 3.8



Page: 93 of 123


MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 6.8 6.8 20.7 20.7<W1 6.8 6.8 20.7 20.7

L 0.0 0.0 16.9 16.9S 0.0 0.0 3.8 3.8

E> 3.2 3.2 0.0 0.0EG+ 0.0 0.0 2.0 2.0<E 3.2 3.2 0.0 0.0EG- 0.0 0.0 2.0 2.0




0/0/0 5-E 4.26 21 7.21 1 - - - - 5.94 21 14.12 1 - - - -60/0/0 5-A 7.21 1 4.26 22 - - - - 5.94 22 14.12 1 - - - -






0/0/0 7.30 14.18 2 4.26 -5.92 21 7.30 14.18 2 - - - 060/0/0 7.30 14.15 1 4.26 -5.92 22 7.30 14.15 1 - - - 0



60/0/0 0.396 1 0.154 22 - 0 - 0 0.123 1 0.223 22 0.228 1 0.203 1 0.224 1




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Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.002 1 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.003 2 SP 0.375 6.00 14.40 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.504 1 SP 0.375 6.00 14.40 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.505 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.006 2 KN(Top) 0.375 6.00 33.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 31 Extended 3.25/2.00





1 7/6/0 7/6/0 GFB2081 0.812 21 12/6/0 12/6/0 (2)GFB3000 0.541 22 4/3/13 26/0/10 (2)GFB3000 0.499 22 14/2/5 16/2/2 GFB2063 0.361 23 4/0/0 11/2/2 GFB2050 0.149 373 9/0/0 6/2/2 GFB2050 0.126 13 13/6/0 1/8/2 GFB2050 0.069 14 1/6/0 1/8/2 GFB2050 0.069 24 6/0/0 6/2/2 GFB2050 0.126 24 11/0/0 11/2/2 GFB2050 0.149 25 6/0/0 21/2/2 GFB2081 0.635 15 10/10/8 26/0/10 (2)GFB3000 0.499 16 7/6/0 7/6/0 GFB2081 0.812 16 12/6/0 12/6/0 (2)GFB3000 0.541 1




Page: 95 of 123


Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 15.73 188.70 38.6 38.6 6.20 1.25 714.40 5.21 51.03 2.09 60.12 3.25 0.07 1003.76 1.09 0.90 1.00 0.522 3.38 338.73 118.6 118.6 5.71 1.25 517.64 5.21 42.43 2.09 49.40 3.23 0.07 760.24 1.64 0.95 1.00 0.683 11.25 338.73 54.0 54.0 3.44 0.67 83.93 2.81 12.91 1.12 15.31 1.77 0.03 116.15 1.01 1.00 1.19 0.674 3.61 338.73 54.0 54.0 3.44 0.67 83.93 2.81 12.91 1.12 15.31 1.77 0.03 116.15 1.01 1.00 1.19 0.675 13.36 338.73 29.8 29.8 6.06 1.25 655.82 5.21 48.58 2.09 57.05 3.24 0.07 932.68 1.10 0.91 1.00 0.526 15.73 188.70 38.6 38.6 6.20 1.25 714.40 5.21 51.03 2.09 60.12 3.25 0.07 1003.76 1.09 0.90 1.00 0.52


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-






Page: 96 of 123



30'-0"

30'-0" 30'-0"

E

BL

A

BL

CL

C

60'-0"

1

GFB

7'-6

"5'

-0"

5'-6

"

GFB

GFB G

FB

HFB

23

3 @ 5'-0"

4

HFB

GFB

GFB

GFB

23

3 @ 5'-0"

4

1

GFB

18'-0

"5

X

Y (2)GFB

(2)GFB

30'-11 1/16" 3.000:12 30'-11 1/16" 3.000:12

1

2

3

4 5

6

7

8

9


Frame ClearancesHoriz. Clearance between members 1(CX003) and 8(CX004): 56'-5"Vert. Clearance at member 1(CX003): 16'-7"Vert. Clearance at member 8(CX004): 16'-7"Vert. Clearance at member 9(EPX001): 21'-6 15/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 97 of 123


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status119/0/0 12/6/0 CB Frame - 30' IC Spacing 90.0000 - Automatic Design

Design Load Combinations - FramingNo. Origin Factor Application Description1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L>2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS>6 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS7 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD8 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD9 System 1.000 1.0 D + 1.0 CG + 1.0 US1* D + CG + US1*

10 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US111 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2>12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W213 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR15 System 1.000 0.6 MW MW - Wall: 116 System 1.000 0.6 MW MW - Wall: 217 System 1.000 0.6 MW MW - Wall: 318 System 1.000 0.6 MW MW - Wall: 419 System 1.000 0.6 MW MW - Wall: 520 System 1.000 0.6 MW MW - Wall: 621 System 1.000 0.6 MW MW - Wall: 722 System 1.000 0.6 MW MW - Wall: 823 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>24 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W125 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL26 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W129 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W231 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W135 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W237 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL38 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR39 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+40 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+41 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-42 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-43 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-47 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+48 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+49 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-50 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-

Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.00 0.1345 0.1345 12.00 13.00 17.43 191.1 55.00 55.00 BP KN 3P2 5.00 0.1345 0.1644 13.00 9.00 10.19 123.8 55.00 55.00 KN SS 3P3 5.00 0.1345 0.1644 9.00 9.00 10.00 102.1 55.00 55.00 SS SP 3P4 5.00 0.2500 0.1875 9.00 37.18 10.00 232.4 55.00 55.00 SP SS 3P5 5.00 0.2500 0.1875 37.18 10.00 10.00 235.9 55.00 55.00 SS SP 3P6 5.00 0.1345 0.1644 10.00 10.00 10.00 108.3 55.00 55.00 SP SS 3P


Page: 98 of 123


7 5.00 0.1345 0.1644 10.00 13.00 10.19 126.4 55.00 55.00 SS KN 3P8 5.00 0.1345 0.1345 12.00 13.00 17.43 191.1 55.00 55.00 BP KN 3P9 5.00 0.1875 0.1644 10.00 10.00 21.58 269.5 55.00 55.00 BP CP 3P




1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00008 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00009 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000


Type Exterior Column Interior Column Exterior ColumnX-Loc 0/0/0 30/0/0 60/0/0

Grid1 - Grid2 6-E 6-C 6-ABase Plate W x L (in.) 8 X 13 8 X 11 8 X 13

Base Plate Thickness (in.) 0.375 0.375 0.375Anchor Rod Qty/Diam. (in.) 4 - 0.750 4 - 0.750 4 - 0.750

Column Base Elev. 100'-0" 100'-0" 100'-0"Load Type Desc. Hx Vy Hx Hz Vy Hx Vy

D Frm 0.05 0.99 - -0.01 2.61 -0.05 1.00 - -CG Frm 0.09 1.46 - -0.03 3.90 -0.09 1.46 - -L> Frm 0.29 5.08 - -0.06 10.88 -0.29 5.08 - -<L Frm 0.29 5.08 - -0.06 10.88 -0.29 5.08 - -

ASL^ Frm 0.16 -0.36 - - 3.75 -0.16 2.93 - -^ASL Frm 0.18 2.82 - - 3.96 -0.19 -0.47 - -SMS> Frm 0.09 1.46 - -0.03 3.90 -0.09 1.46 - -<SMS Frm 0.09 1.46 - -0.03 3.90 -0.09 1.46 - -

S> Frm 0.05 0.84 - -0.02 2.21 -0.05 0.84 - -SD Frm -0.05 2.56 - -0.10 5.68 0.05 2.56 - -<S Frm 0.05 0.84 - -0.02 2.21 -0.05 0.84 - -

US1* Frm 0.04 0.05 - - 1.39 -0.04 0.49 - -*US1 Frm 0.04 0.47 - - 1.43 -0.04 0.04 - -W2> Frm -2.28 -3.54 - 0.30 -6.92 -1.06 -1.53 - -<W2 Frm 1.05 -2.27 - 0.52 -7.84 2.30 -4.28 - -WPL Frm 0.37 -5.12 - 0.86 -10.24 -1.21 -6.23 - -WPR Frm 1.15 -5.10 - 0.53 -8.97 -0.31 -3.98 - -MW Frm - - - - - - - - -MW Frm 1.27 1.18 - - -0.91 2.74 -0.27 - -MW Frm - - - - - - - - -MW Frm -2.67 -0.32 - - -0.81 -1.34 1.13 - -MW Frm - - - - - - - - -MW Frm 0.29 0.28 - - -0.27 1.39 -0.01 - -MW Frm 0.01 -0.82 - -2.12 -1.50 -0.01 -0.82 - -MW Frm -1.38 -0.02 - - -0.25 -0.30 0.27 - -CU Frm - - - - - - - - -

W1> Frm -1.79 -5.70 - 6.83 -10.82 -1.56 -3.69 - -<W1 Frm 1.54 -4.43 - -4.70 -11.74 1.81 -6.44 - -

L Frm 0.29 5.08 - -0.06 10.88 -0.29 5.08 - -S Frm 0.05 0.84 - -0.02 2.21 -0.05 0.84 - -

E> Frm -0.82 -0.51 - 0.55 0.33 -0.86 0.80 - -EG+ Frm 0.03 0.42 - - 1.02 -0.03 0.42 - -<E Frm 0.82 0.51 - -0.55 -0.33 0.86 -0.80 - -EG- Frm -0.03 -0.42 - - -1.02 0.03 -0.42 - -SMS Frm 0.09 1.46 - -0.03 3.90 -0.09 1.46 - -



D 0.0 0.0 4.7 4.6


Page: 99 of 123


CG 0.0 0.0 6.8 6.8L> 0.0 0.0 21.0 21.0<L 0.0 0.0 21.0 21.0

ASL^ 0.0 0.0 6.3 6.3^ASL 0.0 0.0 6.3 6.3SMS> 0.0 0.0 6.8 6.8<SMS 0.0 0.0 6.8 6.8

S> 0.0 0.0 3.9 3.9SD 0.0 0.0 10.8 10.8<S 0.0 0.0 3.9 3.9


W1> 3.3 3.3 20.2 20.2<W1 3.3 3.3 22.6 22.6

L 0.0 0.0 21.0 21.0S 0.0 0.0 3.9 3.9

E> 1.7 1.7 0.6 0.6EG+ 0.0 0.0 1.9 1.9<E 1.7 1.7 0.6 0.6EG- 0.0 0.0 1.9 1.9SMS 0.0 0.0 6.8 6.8



0/0/0 6-E 1.60 18 1.60 44 - - - - 2.82 23 7.53 1 - - - -30/0/0 6-C - - - - 2.83 24 4.09 23 5.48 24 17.39 1 - - - -60/0/0 6-A 1.67 43 1.64 16 - - - - 3.26 24 7.54 1 - - - -



0/0/0 6-E 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187530/0/0 6-C 9 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.187560/0/0 6-A 8 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



0/0/0 1.63 -0.23 18 1.04 -2.80 23 0.47 7.56 2 - - - 030/0/0 4.04 -4.88 23 2.78 -5.44 24 0.06 17.40 1 - - - 060/0/0 1.73 0.98 44 1.04 -3.24 24 0.49 7.58 1 - - - 0




Page: 100 of 123


30/0/0 0.219 23 0.142 24 - 0 - 0 0.179 1 0.169 24 0.331 1 0.219 1 0.192 160/0/0 0.094 44 0.084 24 - 0 - 0 0.066 1 0.123 24 0.122 1 0.081 1 0.082 1

Web Stiffener SummaryMem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side WeldingNo. No. (ft) (in.) (in.) (in.) (in.) Description2 1 S9 1.11 13.415 81.60 N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12504 1 S2 10.01 39.075 208.40 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.12507 1 S9 9.08 13.419 81.62 N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.12509 1 S5 14.03 9.625 58.55 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250


Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Top) 0.375 6.00 18.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.252 1 KN(Top) 0.375 6.00 18.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.253 2 SP 0.375 6.00 12.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.634 1 SP 0.375 6.00 12.35 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.635 2 SP 0.375 6.00 13.34 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 6.506 1 SP 0.375 6.00 13.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 6.507 2 KN(Top) 0.375 6.00 18.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.258 2 KN(Top) 0.375 6.00 18.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.259 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00

Moment Connections:Outside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 48 -2.6 1.5 310.2 AISC DG-16/Thin plate 0.350 0.020 0.755 0.223 0.331 0.019 0.795 0.6312 1 48 -2.6 1.5 310.2 AISC DG-16/Thin plate 0.350 0.020 0.755 0.223 0.331 0.019 0.795 0.6313 2 3 -0.1 1.2 162.8 AISC DG-16/Thin plate 0.283 0.016 0.629 0.270 0.399 0.015 0.638 0.7194 1 3 -0.1 1.2 162.8 AISC DG-16/Thin plate 0.283 0.016 0.629 0.270 0.399 0.015 0.638 0.7195 2 4 -0.3 1.3 201.3 AISC DG-16/Thin plate 0.315 0.017 0.682 0.270 0.399 0.016 0.959 0.7196 1 4 -0.3 1.3 201.3 AISC DG-16/Thin plate 0.315 0.017 0.682 0.270 0.399 0.016 0.959 0.7197 2 47 -2.6 1.5 328.3 AISC DG-16/Thin plate 0.373 0.021 0.803 0.238 0.351 0.020 0.845 0.6318 2 47 -2.6 1.5 328.3 AISC DG-16/Thin plate 0.373 0.021 0.803 0.238 0.351 0.020 0.845 0.631

Inside Flange Required Strength Strength Ratios *Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange WebNo. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld1 2 49 1.0 1.3 268.1 AISC DG-16/Thin plate 0.328 0.018 0.707 0.209 0.309 0.017 0.743 0.6312 1 49 1.0 1.3 268.1 AISC DG-16/Thin plate 0.328 0.018 0.707 0.209 0.309 0.017 0.743 0.6313 2 25 1.6 0.6 65.3 AISC DG-16/Thin plate 0.311 0.012 0.502 0.000 0.000 0.019 0.516 0.7194 1 25 1.6 0.6 65.3 AISC DG-16/Thin plate 0.311 0.012 0.502 0.000 0.000 0.019 0.516 0.7195 2 3 0.1 2.4 100.2 AISC DG-16/Thin plate 0.382 0.049 0.609 0.000 0.000 0.079 0.959 0.7196 1 3 0.1 2.4 100.2 AISC DG-16/Thin plate 0.382 0.049 0.609 0.000 0.000 0.079 0.959 0.7197 2 50 0.9 1.4 286.2 AISC DG-16/Thin plate 0.349 0.019 0.752 0.223 0.329 0.018 0.792 0.6318 2 50 0.9 1.4 286.2 AISC DG-16/Thin plate 0.349 0.019 0.752 0.223 0.329 0.018 0.792 0.631





1 12/6/0 12/6/0 GFB2050 0.232 302 4/3/13 26/0/10 GFB2050 0.221 393 4/0/0 16/2/2 GFB2037 0.194 43 9/0/0 11/2/2 GFB2037 0.290 34 8/6/0 1/8/2 HFB4052 0.231 25 1/6/0 1/8/2 HFB4053 0.231 4


Page: 101 of 123


6 1/0/0 11/2/2 GFB2037 0.321 47 1/0/0 21/2/2 GFB2037 0.199 37 5/10/8 26/0/10 GFB2050 0.233 408 12/6/0 12/6/0 GFB2050 0.252 399 7/6/0 7/6/0 (2)GFB2037 0.000 09 15/2/0 15/2/0 (2)GFB2037 0.000 0


ReactionConn.Force


Rb AllowShear

Comp FB ForceR1

FB AngleR2

MinPurlin



30/0/0 6-C 3.87 3.17 Std 85.94 5.11 N 3.29 48.65 0.068 HFB JCP 4.71 3.66N 3.29 48.71 0.068 HFB JCP 4.71 3.66


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 16.60 13.00 40 -2.1 -205.2 0.0 46.3 225.9 39.0 0.931 0.00 12.00 18 1.6 21.4 0.082 9.77 9.00 4 -0.4 189.1 0.0 30.1 190.6 28.1 1.002 0.42 13.00 4 3.1 31.9 0.103 2.00 9.00 4 -0.2 191.6 0.0 30.1 190.6 28.1 1.013 10.00 9.00 1 -2.7 29.3 0.094 0.00 9.00 3 -0.3 -162.8 0.0 58.7 426.0 99.2 0.384 9.68 37.18 1 -5.8 41.2 0.145 9.67 10.00 4 -0.3 -201.3 0.0 59.2 464.2 99.1 0.445 0.00 37.18 2 5.8 41.2 0.146 8.00 10.00 3 -0.2 216.2 0.0 29.3 212.4 26.6 1.026 0.00 10.00 2 2.7 32.1 0.087 0.00 10.00 3 -0.3 210.5 0.0 29.3 212.4 26.6 1.007 9.35 13.00 3 -3.3 31.9 0.108 16.60 13.00 39 -2.1 -215.4 0.0 46.3 225.9 39.0 0.988 0.00 12.00 16 -1.7 21.4 0.089 11.56 10.00 23 4.9 -307.4 0.0 114.1 336.1 59.8 0.949 0.00 10.00 23 -4.1 32.5 0.13

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 16.60 199.21 49.2 49.2 3.06 0.67 78.79 2.80 12.12 1.12 14.10 1.74 0.02 116.06 1.12 1.00 1.13 0.572 9.77 348.33 118.5 60.0 2.78 0.67 35.55 2.81 7.90 1.12 9.10 1.74 0.02 55.12 1.07 1.00 1.15 1.003 2.00 348.33 118.5 60.0 2.78 0.67 35.55 2.81 7.90 1.12 9.10 1.74 0.02 55.12 1.07 1.00 1.15 1.004 0.00 348.33 114.8 114.8 4.09 1.25 57.46 5.21 12.77 2.09 14.32 3.20 0.07 99.78 1.33 1.00 1.12 1.005 9.67 348.26 114.8 114.8 4.28 1.25 72.82 5.21 14.56 2.09 16.42 3.21 0.07 123.90 1.30 1.00 1.13 1.006 8.00 348.26 120.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.06 1.00 1.16 1.007 0.00 348.26 120.0 60.0 2.94 0.67 45.35 2.81 9.07 1.12 10.53 1.75 0.02 68.27 1.06 1.00 1.16 1.008 16.60 199.21 49.2 49.2 3.06 0.67 78.79 2.80 12.12 1.12 14.10 1.74 0.02 116.06 1.10 1.00 1.13 0.579 11.56 277.50 92.0 92.0 3.46 0.94 57.35 3.91 11.47 1.56 13.01 2.41 0.04 94.11 1.05 1.00 1.13 1.00


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/154 ) -1.319 8 2 8 WPRMax. Vertical Deflection for Span 1 ( L/629 ) 0.548 3 1 8 WPR


Page: 102 of 123


Max. Vertical Deflection for Span 2 ( L/668 ) 0.516 7 1 7 WPL




Page: 103 of 123


Wall: 7, Frame at: 1/0/0Frame Cross Section: E

7 6

1

GFB

GFB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"



Page: 104 of 123



1/0/0 15/6/0 Post & Beam Lean-to 90.0000 - Automatic Design




Page: 105 of 123







0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00003 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000



Grid1 - Grid2 E-7Base Plate W x L (in.) 8 X 8.5




SMS> Frm 0.03 0.83 - - - -<SMS Frm 0.03 0.83 - - - -

S> Frm 0.02 0.50 - - - -SD Frm 0.02 0.61 - - - -<S Frm 0.02 0.50 - - - -


Page: 106 of 123



W1> Frm -0.09 -2.27 - - - -<W1 Frm -0.12 -3.16 - - - -

L Frm 0.12 2.99 - - - -S Frm 0.02 0.50 - - - -

E> Frm - - - - - -EG+ Frm - 0.24 - - - -<E Frm - - - - - -EG- Frm - -0.24 - - - -




D 0.0 0.0 0.9 0.9CG 0.0 0.0 1.6 1.6L> 0.0 0.1 5.6 5.6<L 0.0 0.1 5.6 5.6

SMS> 0.0 0.0 1.6 1.6<SMS 0.0 0.0 1.6 1.6

S> 0.0 0.0 0.9 0.9SD 0.0 0.0 3.2 3.2<S 0.0 0.0 0.9 0.9


W1> 2.0 0.1 4.1 4.1<W1 2.8 0.1 5.7 5.7

L 0.0 0.1 5.6 5.6


Page: 107 of 123


S 0.0 0.0 0.9 0.9E> 1.3 0.0 0.0 0.2

EG+ 0.1 0.0 0.4 0.4<E 1.3 0.0 0.0 0.2EG- 0.1 0.0 0.4 0.4




0/0/0 E-7 0.66 17 0.17 1 - - - - 1.59 20 4.33 1 - - - -20/0/0 15/0/0 - - - - - - - - 1.29 20 4.10 5 - - - -



0/0/0 E-7 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted



0/0/0 0.66 0.49 17 0.06 -1.59 20 0.17 4.33 1 - - - 0









Page: 108 of 123



3 8/5/5 1/8/2 GFB2043 0.041 02 4/10/8 15/10/12 GFB2043 0.084 1





10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-





Page: 109 of 123


Wall: 7, Frame at: 30/0/0Frame Cross Section: C

7 6

1

(2)G

FB

(2)G

FB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"

Frame ClearancesVert. Clearance at member 1(CX005): 9'-3 5/16"Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)


Page: 110 of 123


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status30/0/0 29/0/0 Leanto 90.0000 - Automatic Design




Page: 111 of 123



Frame Member SizesMem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes ShapeNo. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.21 5.00 0.1345 0.1345 10.00 10.00 9.45 101.1 55.00 55.00 BP KN 3P2 5.00 0.1875 0.1345 9.00 12.00 10.34 111.8 55.00 55.00 KN SS 3P3 5.00 0.2500 0.1345 12.00 9.11 10.36 138.4 55.00 55.00 SS SS 3P




1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.00003 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000

Values shown are resisting forces of the foundation.Base Connection Design is Based on 3000.00 (psi) ConcreteReactions - Unfactored Load Type at Frame Cross Section: C


Grid1 - Grid2 C-7Base Plate W x L (in.) 8 X 11




SMS> Frm 0.09 2.00 - - - -<SMS Frm 0.09 2.00 - - - -

S> Frm 0.05 1.21 - - - -SD Frm 0.07 1.64 - - - -<S Frm 0.05 1.21 - - - -


Page: 112 of 123



W1> Frm -0.17 -3.85 - - - -<W1 Frm -0.23 -5.13 - - - -

L Frm 0.18 3.98 - - - -S Frm 0.05 1.21 - - - -

E> Frm - - - - - -EG+ Frm 0.02 0.46 - - - -<E Frm - - - - - -EG- Frm -0.02 -0.46 - - - -




D 0.0 0.0 1.9 1.8CG 0.0 0.1 3.6 3.6L> 0.0 0.2 7.2 7.2<L 0.0 0.2 7.2 7.2

SMS> 0.0 0.1 3.6 3.6<SMS 0.0 0.1 3.6 3.6

S> 0.0 0.1 2.2 2.2SD 0.0 0.1 7.4 7.4<S 0.0 0.1 2.2 2.2


W1> 1.7 1.5 6.7 6.7<W1 2.2 2.0 9.0 9.0

L 0.0 0.2 7.2 7.2


Page: 113 of 123


S 0.0 0.1 2.2 2.2E> 1.2 1.2 0.0 0.3

EG+ 0.2 0.0 0.8 0.8<E 1.2 1.2 0.0 0.3EG- 0.2 0.0 0.8 0.8




0/0/0 C-7 1.23 17 0.32 1 - - - - 2.46 20 7.02 1 - - - -



0/0/0 C-7 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875



0/0/0 1.23 0.91 17 0.11 -2.46 20 0.32 7.02 1 - - - 0




Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2ndNo. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.)1 2 KN(Face) 0.375 6.00 5.00 0.500 A325/- 3.00 11 Flush 2.50 - - -2 1 KN(Face) 0.375 6.00 10.37 0.500 A325/- 3.00 11 Flush 2.50/2.50 - - -3 2 SIP 0.375 6.00 10.40 0.500 A325/- 3.00 11 Flush 2.50/2.50 - - -


Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange WebNo. No. Cs (k) (k) Cs (k) (k) Tension Shear V + T Bending Yielding Bearing Weld Weld1 2 2 -2.6 5.4 20 1.1 2.0 0.069 0.540 0.000 0.037 0.000 0.138 0.385 0.3852 2 2 -2.6 5.4 20 1.1 2.0 0.069 0.540 0.000 0.037 0.000 0.138 0.193 0.1933 2 5 4.6 7.9 6 4.7 7.9 0.292 0.784 0.000 0.157 0.000 0.201 0.324 0.324



Page: 114 of 123


3 7/11/14 1/8/2 (2)GFB2037 0.061 52 3/3/1 15/10/12 (2)GFB2037 0.081 1


Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + ShearNo. ft in. Flexure k k in-k in-k k k in-k in-k Flexure1 8.88 10.00 1 -7.0 -34.1 0.0 31.2 183.6 39.0 0.391 8.88 10.00 17 -1.2 21.5 0.062 10.06 12.00 5 -0.3 412.7 0.0 19.8 407.7 55.4 1.022 0.33 9.00 1 5.9 21.8 0.273 3.24 11.10 6 0.2 429.2 0.0 115.4 491.6 96.5 0.883 10.40 9.11 5 -8.8 22.1 0.40

Parameters Used for Axial and Flexural DesignMem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag1 8.88 106.59 106.6 106.6 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.852 10.06 241.47 170.6 57.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.07 1.00 1.13 0.983 3.24 241.47 170.6 57.0 3.92 0.94 86.34 5.21 15.61 2.08 17.27 3.17 0.06 152.37 1.13 1.00 1.11 1.00


10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-

Controlling Frame Deflection Ratios for Cross Section: CDescription Ratio Deflection (in.) Member Joint Load Case Load Case Description




Page: 115 of 123


Wall: 7, Frame at: 59/0/0Frame Cross Section: A

7 6

1

GFB

GFB

2

3

4

10'-0

"

X

Y

20'-7 3/8" 3.000:12

1

2

3

Dimension Key1 8 1/2"2 1'-8 1/8"3 2 @ 4'-9"4 2 @ 4'-8 5/8"5 2'-6"



Page: 116 of 123


Frame Location Design Parameters:Location Avg. Bay Space Description Angle Group Trib. Override Design Status59/0/0 15/6/0 Post & Beam Lean-to 90.0000 - Automatic Design


10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR11 System 1.000 0.6 MW MW - Wall: 112 System 1.000 0.6 MW MW - Wall: 213 System 1.000 0.6 MW MW - Wall: 314 System 1.000 0.6 MW MW - Wall: 415 System 1.000 0.6 MW MW - Wall: 516 System 1.000 0.6 MW MW - Wall: 617 System 1.000 0.6 MW MW - Wall: 718 System 1.000 0.6 MW MW - Wall: 819 System 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W1>20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W121 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> D + CG + L + W1>24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W125 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2>26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W227 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> D + CG + S + W1>30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W131 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W233 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR35 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+36 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+37 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG-38 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG-39 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+40 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+41 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-42 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+45 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG-46 OMF Connection 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG-




Boundary Condition Summary


Page: 117 of 123


Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.)0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000

3 20/0/0 15/0/0 Yes Yes No 0/0/0 0/0/0 0.0000



Grid1 - Grid2 A-7Base Plate W x L (in.) 8 X 8.5




SMS> Frm 0.03 0.83 - - - -<SMS Frm 0.03 0.83 - - - -

S> Frm 0.02 0.50 - - - -SD Frm 0.02 0.61 - - - -<S Frm 0.02 0.50 - - - -


W1> Frm -0.09 -2.27 - - - -<W1 Frm -0.12 -3.16 - - - -

L Frm 0.12 2.99 - - - -S Frm 0.02 0.50 - - - -

E> Frm - - - - - -EG+ Frm - 0.24 - - - -<E Frm - - - - - -EG- Frm - -0.24 - - - -SMS Frm 0.03 0.83 - - - -



D 0.0 0.0 0.9 0.9CG 0.0 0.0 1.6 1.6L> 0.0 0.1 5.6 5.6<L 0.0 0.1 5.6 5.6

SMS> 0.0 0.0 1.6 1.6<SMS 0.0 0.0 1.6 1.6

S> 0.0 0.0 0.9 0.9SD 0.0 0.0 3.2 3.2<S 0.0 0.0 0.9 0.9

W2> 1.1 0.0 2.2 2.2<W2 1.9 0.1 3.8 3.8WPL 2.8 0.1 5.7 5.7WPR 1.7 0.1 3.4 3.4MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0


Page: 118 of 123


MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 0.0 0.0 0.0 0.0MW 7.6 1.1 0.0 0.0MW 0.0 0.0 0.0 0.0CU 0.0 0.0 0.0 0.0

W1> 2.0 0.1 4.1 4.1<W1 2.8 0.1 5.7 5.7

L 0.0 0.1 5.6 5.6S 0.0 0.0 0.9 0.9

E> 1.3 0.0 0.0 0.2EG+ 0.1 0.0 0.4 0.4<E 1.3 0.0 0.0 0.2EG- 0.1 0.0 0.4 0.4SMS 0.0 0.0 1.6 1.6



0/0/0 A-7 0.66 17 0.17 1 - - - - 1.59 20 4.33 1 - - - -20/0/0 15/0/0 - - - - - - - - 1.29 20 4.10 5 - - - -



0/0/0 A-7 1 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted



0/0/0 0.66 0.49 17 0.06 -1.59 20 0.17 4.33 1 - - - 0









3 8/5/5 1/8/2 GFB2043 0.041 02 4/10/8 15/10/12 GFB2043 0.084 1


Page: 119 of 123






10 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG-


Max. Horizontal Deflection ( H/68982 ) -0.002 1 2 0 D + CG + W2>Max. Vertical Deflection for Span 1 ( L/429 ) -0.537 3 1 0 D + CG + L>



Page: 120 of 123



Page: 121 of 123


Covering - Summary ReportShape: Bldg 2

Loads and Codes - Shape: Bldg 2 City: Helendale County: San Bernardino State: California Country: United StatesBuilding Code: CBC Structural: 16AISC - ASD Rainfall: I: 1.03 inches per hourBased on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 3000.00 psi ConcreteBuilding Risk/Occupancy Category: II (Standard Occupancy Structure)














End Zone psf W1> Standard Spacing is Adequate 17.45 0/0/0 19.000 0.92 OUT -1.580


Page: 122 of 123


End Zone psf <W2 Standard Spacing is Adequate 13.03 0/0/0 20.000 0.65 IN 1.180End Zone psf W1> Standard Spacing is Adequate 17.45 54/0/0 19.000 0.92 OUT -1.580End Zone psf <W2 Standard Spacing is Adequate 13.03 54/0/0 20.000 0.65 IN 1.180





Covering Design Loads - Roof: AZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.


Unbalanced Snow psf *US1 Standard Spacing is Adequate 3.54 0/0/0 40.000 0.09 IN 0.970Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970

Unbalanced Snow psf *US1 Standard Spacing is Adequate 11.57 0/0/0 40.000 0.29 IN 0.970Exterior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Exterior Edge Zone psf W1> Standard Spacing is Adequate 34.58 6/0/0 34.000 1.02 OUT -3.180








Covering Design Loads - Roof: BZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.


Unbalanced Snow psf US1* Standard Spacing is Adequate 3.54 0/0/0 40.000 0.09 IN 0.970Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970

Unbalanced Snow psf US1* Standard Spacing is Adequate 11.57 0/0/0 40.000 0.29 IN 0.970Exterior Edge Zone psf <W2 Standard Spacing is Adequate 9.59 6/0/0 40.000 0.24 IN 0.786Exterior Edge Zone psf W1> Standard Spacing is Adequate 34.58 6/0/0 34.000 1.02 OUT -3.180









Page: 123 of 123


Covering Design Loads - Roof: CZone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef.


Unbalanced Snow psf US1* Standard Spacing is Adequate 3.83 0/0/0 40.000 0.10 IN 0.970Unbalanced Snow psf *US1 Standard Spacing is Adequate 3.83 0/0/0 40.000 0.10 IN 0.970

Entire Surface psf SMS Standard Spacing is Adequate 5.76 0/0/0 40.000 0.14 IN 0.970Snow Drift Load psf SD Non-std Spacing: 4/9/0 Required 41.84 60/0/0 44.000 0.95 IN 0.970Snow Drift Load psf SD Non-std Spacing: 4/9/0 Required 41.84 30/0/0 44.000 0.95 IN 0.970

Corner Zone psf <W2 Standard Spacing is Adequate 6.83 20/0/0 40.000 0.17 IN 0.580Corner Zone psf W1> Standard Spacing is Adequate 30.91 20/0/0 34.000 0.91 OUT -3.080Side Zone psf <W2 Standard Spacing is Adequate 6.83 5/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 5/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780

Corner Zone psf <W2 Standard Spacing is Adequate 6.83 40/0/0 40.000 0.17 IN 0.580Corner Zone psf W1> Standard Spacing is Adequate 30.91 40/0/0 34.000 0.91 OUT -3.080Side Zone psf <W2 Standard Spacing is Adequate 6.83 5/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 5/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 55/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 55/0/0 34.000 0.52 OUT -1.780Side Zone psf <W2 Standard Spacing is Adequate 6.83 20/0/0 40.000 0.17 IN 0.580Side Zone psf W1> Standard Spacing is Adequate 17.64 20/0/0 34.000 0.52 OUT -1.780


Panel DataWall/Roof Type Thickness Finish Color Direction Gable Dir Max. LengthWall: 1 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 2 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 3 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 4 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 5 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0Wall: 6 Open Exposed to windWall: 7 OpenWall: 8 Open Exposed to windRoof: A Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0Roof: B Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0Roof: C Panel Rib 26 KXL (Kynar) Standard Color System Generated Not Applicable 41/6/0

Fastener DataWall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice DammingWall: 1 SS Capped Standard Option Standard Option No None No NoWall: 2 SS Capped Standard Option Standard Option No None No NoWall: 3 SS Capped Standard Option Standard Option No None No NoWall: 4 SS Capped Standard Option Standard Option No None No NoWall: 5 SS Capped Standard Option Standard Option No None No NoWall: 6 Not ApplicableWall: 7 Not ApplicableWall: 8 Not ApplicableRoof: A Stainless Steel Capped Standard Option Standard Option Yes None No NoRoof: B Stainless Steel Capped Standard Option Standard Option Yes None No NoRoof: C Stainless Steel Capped Standard Option Standard Option Yes None No No

REQUEST FOR QUOTES FOR INSTALLATION OF TWO FIRE …

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