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B20-0536 - 31872 PASEO ADELANTO11/07/2024 B21 0536 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date Completed: 12/15/2021 Review #:PC03 32400 Paseo Adelanto Date Received: 10/21/20 San Juan Capistrano, CA 92675 CSG #: 4010693 Attn: Building & Safety Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: River Street Hay Loft - Shell and T.I. permit for brewery/tasting facility Status: Hours: (By Rate) X Plan is approved. 4.0 1st Plan Check Plan is approved with conditions. See remarks. 5.0 2nd Plan Check Plan is approved with redlines. See remarks. 3.0 3rd Plan Check Plan is approved with redlines and conditions. See remarks. 4th Plan Check Plan requires corrections. See attached list. Total Hours We have reviewed the following documents ( X Digital only): X Plans Truss Calculations X Structural Calculations Energy Calculations X Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. (ginsun@csgengr.com) CSG Consultants Inc. BOARD OF DIRECTORS LAURA FREESE CHARLES T. GIBSON SAUNDRA F. JACOBS BETTY H. OLSON, PH.D FRANK URY ROBERT GRANTHAM GENERAL MANAGER Santa Margarita Water District  26111 Antonio Parkway, Rancho Santa Margarita, CA 92688 www.SMWD.com  (949) 459-6420 November 1, 2024 Building Department City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, California 92675 Subject: Final Water and Sewer Letter for Capo Leisure House at 31872 Paseo Adelanto Ste B, San Juan Capistrano in Improvement District No. 9 Dear Building Department: Subject to the developer’s successful completion of the on-site water and sewer facilities, and subject to the availability of water from the Metropolitan Water District of Southern California, the District can and will provide water and sewer service to the subject project. This approval is only for the issuance of building permits and is only good for two years from the date of this letter. At this time, no further inspection of the on-site water and sewer facilities is needed by SMWD to enable the City to release the certificate of occupancy. However, The District still reserves the right to inspect the on-site plumbing and backflow prevention when necessary. Use of self-regenerative water softeners is discouraged within the District and application for use at this site has not been approved. The following conditions must be adhered to: 1. Applicant must notify SMWD at least 48-hours in advance prior to brewery production. 2. Per discussion help on 11/1/124, applicant will do a batch process for neutralization and discharge of production waste into the sewer. Applicant is required to follow the attached SOP provided on 11/1/24. Refer to attached SMWD and SOCWA pretreatment ordinances for your reference. 3. The District and/or SOCWA will inspect the location within 1 year of start of production to ensure SOP is being adhered to. 4. The grease interceptor submitted under these plans is not approved under this Will Serve letter as the applicant has not submitted grease interceptor calculations nor does the applicant plan to utilize the grease interceptor under the current operation. If applicant installs a kitchen and plans to utilize the grease interceptor system, a new Wastewater Application must be submitted to receive a new Will Serve letter for acceptance of that system. • The fixtures below will empty into the Sanitary Sewer: • 2 Hand Sinks • 3 Dishwashers • 2 Mop Sinks • 11 Toilet • 1 3-Compartment Sink • 3 Floor Drain • 7 Urinals • 11 Floor Sinks • 2 Trench Drains Should you have any questions or desire additional information, please call the Engineering Counter at (949) 459-6503. Sincerely, SANTA MARGARITA WATER DISTRICT Pablo Marti Senior Project Engineer P:\Finalws\ Capo Leisure House.doc.bp H. Cox 01/04/20222022-928 brewery equipment01/04/20222022-928per SCAQMD Rule 219(i)(13) ATTN: Karla Dalla Torre DATE: EMAIL: APPLICANT/OWNER NAME: JOB ADDRESS: DEVELOPMENT NAME: PHASE: TRACT(s): LOT(s): UNIT(s): CONTACT NAME: CONTACT PHONE: COMPANY NAME: TRACT LOT UNIT TOTAL SQUARE FOOTAGE PREPARED BY:LISA LA PHONE: 949-443-6349 ADDRESS NEW RESIDENTIAL ROOM ADDITIONS CITY OF SAN JUAN CAPISTRANO SCHOOL FEES WORKSHEET COMMERCIAL/INDUSTRIAL CUSD FAX: (949) 493-3728 LLA@SANJUANCAPISTRANO.ORG TOTAL SQUARE FOOTAGE PROJECT INFORMATION SQUARE FOOTAGEAPN April 8, 2022 Via Email and Personal Delivery: City of San Juan Capistrano Building Department 32400 Paseo Adelanto San Juan Capistrano, California 92675 Attention: Steve Salcedo, Senior City Grading Inspector Email: ssalcedo@sanjuancapistrano.org Subject: LINE AND GRADE BUILDING PAD CERTIFICATION BY PROFESSIONAL LAND SURVEYOR Project: River Street Marketplace Tract: N TR 103 BLK LOT 56 TR 103 LOT 56 WLY 1/3 -INC POR OF RIVER ST ADJ- Street Addresses: 31872 Paseo Adelanto, San Juan Capistrano, California 92675 (the, “Hayloft”) Building Permit: #B20-0536 Dear Mr. Salcedo, On March 25th, 2022, upon completion of the building pad at the Building Address, a field survey was performed by Based on the pad elevations shown in the “Precise Grading Plan” prepared by Blue Peak Engineering, Inc., dated 12/15/2021 and approved by the Joe Parco, City Engineer for the City of San Juan Capistrano on 12/20/2021 as City Permit No. B20-0545, we do hereby certify the building pad is built to within substantial conformance to the designed pad elevation. The line and grade building certification exhibit is attached hereto as Exhibit A. PROFESSIONAL LAND SURVEYOR SIGNATURE AND SEAL: RIDGELINE ENGINEERING By: ______________________________ Jordan Baldwin, President Professional Land Surveyor 8513 (Expiration December 31, 2022) EXHIBIT A LINE AND GRADE BUILDING CERTIFICATION EXHIBIT (ATTACHED) 8711 Monroe Cout, Suite A Rancho Cucamonga, California 909) 980-6455 Office (909) 980-6435 Fax SAN JO SE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC April 27, 2021 Project No. 3-220-0314 Mr. Alex Osinski River Street SJC, LLC. 23727 Hawthorne Boulevard, Suite 1 Torrance, CA 90505 SUBJECT: GEOTECHNICAL CONSULTANT OF RECORD PROPOSED COMMERCIAL BUILDINGS EASTERN CORNER OF PASEO ADELANTO AND RIVER STREET SAN JUAN CAPISTRANO, CALIFORNIA Reference: Inland Engineering Technologies, Inc., Preliminary Geotechnical Investigation for the Proposed Commercial Building Located at The Eastern Corner of the Paseo Adelanto – River Street Intersection, City of San Juan Capistrano, County of Orange, California, Project No. 16-3371, Dated July 2016 Dear Mr. Osinski: In accordance with your request, Salem Engineering Group, Inc. (SALEM) has prepared this letter to confirm that SALEM is the Geotechnical Consultant of Record (Soils Engineer-of-Record) and will be providing geotechnical engineering services for the subject project, and has replaced the previous geotechnical engineering consultant, Kleinfelder. SALEM has reviewed the referenced report, concurs with their findings, conclusions and recommendations, and will act in accordance with geotechnical engineering recommendations in the referenced report, as well as the requirements of the California Building Code. SALEM should be present at the site during site preparation to observe site clearing, preparation of exposed surfaces after clearing, placement, treatment and compaction of fill material, and footing excavation. SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of the building pad (footings and slab subgrade) should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report. SALEM should also observe placement of foundation and slab concrete. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 980-6455. Respectfully submitted, SALEM Engineering Group, Inc. Clarence Jiang, GE Senior Geotechnical Engineer RGE 2477 8711 Monroe Court, Suite A Rancho Cucamonga, CA 91730 Phone (909) 980-6455 Fax (909) 980-6435 Project No. 3-220-0027 - 1 - July 9, 2021 Project No. 3-220-0314 Mr. Dan Almquist President River Street, LLC 31791 Los Rios Street San Juan Capistrano, CA 92675 SUBJECT: RESPONSE TO THIRD-PARTY REVIEW (SECOND) PROPOSED RIVER STREET MARKETPLACE 31825 LOS RIOS STREET SAN JUAN CAPISTRANO, CALIFORNIA PERMIT NUMBER: B20-0545 References: Attached. Dear Mr. Almquist: This report presents our response to the Third-Party Geotechnical Review (Second) Letter dated June 20, 2021 prepared by Hetherington Engineering, Inc. (Project No. 9198.1, Log No. 21249). The review letter is attached for reference. We have reviewed the Precise Grading Plans dated May 7, 2021 prepared by Blue Peak Engineering, Inc. and the Foundation Plans dated July 9, 2021 prepared by STB Structural Engineers, Inc. Based on our review, from a geotechnical point-of-view, the relevant geotechnical aspects of the precise grading and foundation plans, related details, and notes are in compliance with the geotechnical engineering recommendations presented in the referenced reports. The limitations and recommendations provided in the referenced reports apply to this letter. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 980-6455. Respectfully Submitted, SALEM ENGINEERING GROUP, INC. Clarence Jiang, GE Senior Geotechnical Engineer RGE 2477 Attachments: References City Review Comments SAN JOSE, CA | STOCKTON, CA | FRESNO, CA | BAKERSFIELD, CA | RANCHO CUCAMONGA, CA DALLAS, TX | DENVER, CO | CHARLESTON, SC REFERENCES 1. Inland Engineering Technologies, Inc., Preliminary Geotechnical Investigation for the Proposed Commercial Building Located at The Eastern Corner of the Paseo Adelanto – River Street Intersection, City of San Juan Capistrano, County of Orange, California, Project No. 16-3371, Dated July 11, 2016 2. ----, Infiltration Testing for the San Juan Rios District Located at Paseo Adelanto and River Street, San Juan Capistrano, California, dated July 8, 2016 3. ----, Geotechnical Response to the City of San Juan Capistrano Review Comments, Geotechnical Investigation for the Proposed Commercial Buildings Located at the Eastern Corner of the Paseo Adelanto – River Street Intersection, City of San Juan Capistrano, County of Orange, California, Project No. 16-3371, Dated October 27, 2017 4. ----, Second Geotechnical Response to the City of San Juan Capistrano Review Comments, Geotechnical Investigation for the Proposed Commercial Buildings Located at the Eastern Corner of the Paseo Adelanto – River Street Intersection, City of San Juan Capistrano, County of Orange, California, Project No. 16-3371, Dated May 4, 2018 5. ----, Third Geotechnical Response to the City of San Juan Capistrano Review Comments, Geotechnical Investigation for the Proposed Commercial Buildings Located at the Eastern Corner of the Paseo Adelanto – River Street Intersection, City of San Juan Capistrano, County of Orange, California, Project No. 16-3371, Dated May 21, 2018 6. Hetherington Engineering, Inc., Third Party Geotechnical Review (First), San Juan Rios District (Los Rios Street Market), Paseo Adelanto and River Street, San Juan Capistrano, California, AC16-029, dated February 6, 2017 7. ----, Third Party Geotechnical Review (Second), San Juan Rios District (Los Rios Street Market), Paseo Adelanto and River Street, San Juan Capistrano, California, AC16-029, dated February 20, 2018 8. ----, Third Party Geotechnical Review (Third), San Juan Rios District (Los Rios Street Market), Paseo Adelanto and River Street, San Juan Capistrano, California, AC16-029, dated May 15, 2018 9. ----, Third Party Geotechnical Review (Fourth), San Juan Rios District (Los Rios Street Market), Paseo Adelanto and River Street, San Juan Capistrano, California, AC16-029, Project No. 8205- 1, Log No. 19901, Dated June 6, 2018 10. Salem Engineering Group, Inc., Title Page of Geotechnical Investigation Report, Proposed Commercial Buildings, Eastern Corner of Paseo Adelanto and River Street, San Juan Capistrano, California, Dated May 4, 2020 11. ----, Percolation Testing and Supplemental Recommendations, Proposed Commercial Buildings, Eastern Corner of Paseo Adelanto and River Street, San Juan Capistrano, California, Dated May 29, 2020 12. ----, Response to Third-Party Review Comments, Proposed River Street Marketplace, 31825 Los Rios Street, , San Juan Capistrano, California, Dated June 15, 2021 June 20, 2021 Project No. 9198.1 Log No. 21479 City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, California 92675 Attention: Mr. Jeremy Hohnbaum Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) River Street Marketplace 31825 Los Rios Street San Juan Capistrano, California Permit Number: B20-0545 References: Attached Dear Mr. Hohnbaum: In accordance with your request, Hetherington Engineering, Inc. has provided third-party geotechnical review of References 7 and 8. The following comment is provided for analyses and/or response by the Geotechnical Consultant. Two copies of the Geotechnical Consultant’s response should be submitted to the City of San Juan Capistrano and one copy to Hetherington Engineering, Inc. The Consultant should review the project grading and foundation plans, provide any additional geotechnical recommendations considered necessary, and confirm that the plans have been prepared in accordance with the geotechnical recommendations provided in the referenced reports (second request). SOIL & FOUNDATION ENGINEERING ENGINEERING GEOLOGY HYDROGEOLOGY (760) 931-1917 Fax (760) 931-0545 333 Third Stree Laguna Beach, CA 9265 (949) 715-5440 Fax (949) 715-5442 Carlsbad, CA 92008-43695365 Avenida Encinas, Suite A HETHERINGTON ENGINEERING, INC. www.hetheringtonengineering.com THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) Project No. 9198.1 Log No. 21479 June 20, 2021 Page 2 Please call if there are any questions. Sincerely, HETHERINGTON ENGINEERING, INC. Paul A. Bogseth Mark D. Hetherington Professional Geologist 3772 Civil Engineer 30488 Certified Engineering Geologist 1153 Geotechnical Engineer 397 Certified Hydrogeologist 591 (expires 3/31/22) (expires 3/31/22) Distribution: 1- via e-mail (Jhohnbaum@sanjuancapistrano.org) 1- via e-mail (MLaScalza@sanjuancapistrano.org) HETHERINGTON ENGINEERING, INC. REFERENCES Project No. 9198.1 Log No. 21479 1. “Preliminary Geotechnical Investigation for the Proposed Commercial Building Located at the Eastern Corner of Paseo Adelanto - River Street Intersection, City of San Juan Capistrano, County of Orange, California”, by Inland Engineering Technologies, Inc., dated July 11, 2016. 2. “Infiltration Testing for the San Juan Rios District Located at Paseo Adelanto and River Street, San Juan Capistrano, California”, by Inland Engineering Technologies, Inc., dated July 8, 2016. 3. “Title Page of Geotechnical Investigation Report, Proposed Commercial Buildings, Eastern Corner of Paseo Adelanto and River Street, San Juan Capistrano, California”, by Salem Engineering Group, Inc., dated May 4, 2020. 4. “Percolation Testing and Supplemental Recommendations, Proposed Commercial Buildings, Eastern Corner of Paseo Adelanto and River Street, San Juan Capistrano, California”, by Salem Engineering Group, Inc., dated May 29, 2020. 5. “Precise Grading Plan, River Street Marketplace, 31825 Los Rios Street, San Juan Capistrano, CA”, by Blue Peak Engineering, Inc., dated July 28, 2020 (15-Sheets). 6. “Third-Party Geotechnical Review (First), River Street Marketplace, 31825 Los Rios Street, San Juan Capistrano, California”, Permit Number B20-0545”, by Hetherington Engineering, Inc., dated January 5, 2021. 7. “Geotechnical Consultant of Record, Proposed Commercial Buildings, Eastern Corner of Paseo Adelanto and River Street, San Juan Capistrano, California,” by Salem Engineering Group, Inc., dated April 27, 2021. 8. “Response to Third-Party Review Comments, Proposed River Street Marketplace, 31825 Los Rios Street, San Juan Capistrano, California Permit Number: B20-0545,” by Salem Engineering Group, Inc., dated June 15, 2021. HETHERINGTON ENGINEERING, INC. Restrooms AUG 05, 2020NOV 19, 2021 CSG 12/16/21 B20-0536 18-B-31650 Page 1 of 3 September 23, 2021 EMPIRE STEEL BUILDINGS ** 5230 CARROLL CANYON RD STE 300 San Diego, CA 92121 18-B-31650 River Street SJC San Juan Capistrano, CA MULTIPLE BUILDINGS To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate Cornerstone Building Brands. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate Cornerstone Building Brands and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings A Cornerstone Building Brands Company This document has been digitally signed. Anan Almughrabi, P.E. Engineer IV &6* % c &&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&666666666666666666666666666666666666666666666******************************************* %%%%%%%% ./1./')1')'1''$(!&1'$(!& 11++-&1'*1*&,&1'1 (*$,1+!!&',11 '&+,*-,'1 1 1 (*$,1'*1 '*1&1 ((*'.!1 '1 &01.'",'&'1&01 '1 ,(*'.+'&+1 '1 ,+1 '1 '*1 '1 &01 ',*1 '*&&1 '1 ,1 -*+,'&1 *%,+1 (*+-$&,'1 .1 -,'*,01 ,'1 .'!,'*1 &!1 ,1 (*'.+'&+1 '1 ,+1 '1 '*1 ',*'*&&+1 '1 ,1 -*+,'&++#!&',1 1 .#1 1 .*01 (*$,1 ++-1 +!!'$1 &.!-&!++1 /'* 1 +1 '$$&/,&1 0+ 2021-09-29 15:27:42 18-B-31650 Page 2 of 3 Building Code ..................... 2019 California Building Code Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.62 psf (Bldg A) 2.65 psf (Bldg B) Collateral ................... 5.00 psf (Bldg A) (0.00 psf Ceiling 5.00 psf Other) 1.00 psf (Bldg B) (0.00 psf Ceiling 1.00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 100.00 mph Nominal Wind Speed (Vasd) .... 77 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 67 mph Ground Elevation Factor ...... 1.00 (94 ft ASL) Wind Exposure Category ....... C Exposure Coefficient (MWFRS) . 0.929 (Bldg A) 0.939 (Bldg B) Exposure Coefficient (C & C) . 0.929 Enclosure Classification ..... Enclosed Building (Bldg A) Partially Enclosed Building (Bldg B) Internal Pressure Coef (GCpi) 0.18/-0.18 (Bldg A) 0.55/-0.55 (Bldg B) Wall Loads for components not provided by building manufacturer Zone 5 Areas (within 6.00' of corner) 23.76 psf pressure -31.81 psf suction Zone 4 Areas (away from corners) 23.76 psf pressure -25.77 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ........................... 1.183 g Sds ..... 0.946 g S1 ........................... 0.425 g Sd1 ..... 0.531 g Analysis Procedure ........... Equivalent Lateral Force Column Line (Bldg A) 1 & 4 2-3 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.291 0.270 0.291 Design Base Shear in kips (V) 3.44 7.16 11.62 Column Line (Bldg B) SWA Basic Force Resisting System B3 Response Modification Coefficient (R) 3.25 Seismic Response Coefficient (Cs) 0.291 Design Base Shear in kips (V) 0.00 Basic Structural System (from ASCE 7-16 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 18-B-31650 Page 3 of 3 The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS.......: BLDG-A and BLDG-B Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway ------------------------------- -------- --------------------- Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 40 Service-Level Crane: H/ 100 Portal Serviceability Wind: H/ N/A 60 Total Gravity: H/ 60 Service Seismic: H/ 40 40 Wall Limits Limit ------------------------------- -------- Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. DESIGN PACKAGE BUILDER: EMPIRE STEEL BUILDINGS ** CUSTOMER: NONE JOB NUMBER: 18-B-31650 TABLE OF CONTENTS Page Design Criteria 1-2 Notes on Drawings 3-4 Deflection Criteria 5 Project Layout 6 Building A and Lean-To 7-27 Special Details 28 Note to Detailing: Eds2Xds Drawings (Y) Original Design Completed thru Change Order # 1 Date: 9/23/2021 Revision History Rev # Update Reactions?Reason for Revision Pages Revised Date Revised Eng. 0 No Original Design All 09/23/2021 MMF Project Engineer: Mohsen M. Farahani (Fairview) Checking Engineer: Mehrdad Pirataie Signing Engineer: Anan Almughrabi, P.E. Job Number ........................ 18-B-31650 Builder ........................... EMPIRE STEEL BUILDINGS ** Jobsite Location .................. RIVER STREET SJC, San Juan Capistrano, California Building Code ..................... 2019 California Building Code Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.62 psf (Bldg A) 2.65 psf (Bldg B) Collateral ................... 5.00 psf (Bldg A) (0.00 psf Ceiling 5.00 psf Other) 1.00 psf (Bldg B) (0.00 psf Ceiling 1.00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 100.00 mph Nominal Wind Speed (Vasd) .... 77 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 67 mph Ground Elevation Factor ...... 1.00 (94 ft ASL) Wind Exposure Category ....... C Exposure Coefficient (MWFRS) . 0.929 (Bldg A) 0.939 (Bldg B) Exposure Coefficient (C & C) . 0.929 Enclosure Classification ..... Enclosed Building (Bldg A) Partially Enclosed Building (Bldg B) Internal Pressure Coef (GCpi) 0.18/-0.18 (Bldg A) 0.55/-0.55 (Bldg B) Wall Loads for components not provided by building manufacturer Zone 5 Areas (within 6.00' of corner) 23.76 psf pressure -31.81 psf suction Zone 4 Areas (away from corners) 23.76 psf pressure -25.77 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ........................... 1.183 g Sds ..... 0.946 g S1 ........................... 0.425 g Sd1 ..... 0.531 g Analysis Procedure ........... Equivalent Lateral Force Column Line (Bldg A) 1 & 4 2-3 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.291 0.270 0.291 Design Base Shear in kips (V) 3.44 7.16 11.62 Column Line (Bldg B) SWA Basic Force Resisting System B3 Page 1 09/23/2021 Response Modification Coefficient (R) 3.25 Seismic Response Coefficient (Cs) 0.291 Design Base Shear in kips (V) 0.00 Basic Structural System (from ASCE 7-16 Table 12.2-1) B3 -Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame Page 2 09/23/2021 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conforms to ASTM A529, ASTM A572, or ASTM A1011 with 55 ksi min. yield, except flanges Wider than 12" and thicker than 3/8", all flanges thicker than 1", and all webs thicker than 3/8" are 50 ksi min. yield. Rod X-bracing conforms to ASTM A529 or ASTM A572 with 50 ksi min. yield. Cable X- bracing conforms to ASTM A475 7 Strand Extra High-Strength grade. Hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with 50 ksi min. yield. Hot rolled angles, other than flange braces conform to ASTM A36 minimum. Round and rectangular HSS conforms to ASTM A500 Grade B. Cold-formed steel secondary framing Members conform to ASTM A1011 or ASTM A653 Grade 55 with 55 ksi min. yield. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. All bolted joints with A325 Type 1 bolts are specified as fully tightened joints in accordance with the most recent edition of the RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts. Pre-tensioning methods, including turn-of-nut, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator are NOT required. Installation inspection requirements for Fully Tight Bolts (Specification for Structural Joints Section 9.1) is suggested. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is designed using manufacturer's standard serviceability criteria. Generally, this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. This metal building system (Bldg A)is designed as an Enclosed Building. Exterior and/or operable components including, but not Limited to, doors, windows, vents, etc. ("Components") must be designed to withstand the required component and cladding wind pressures specified by the building code. In order to maintain the metal building system's Enclosed Building condition, all Components shall be closed when wind velocities reach half the designed wind load for the metal building system as shown on the drawings and design criteria documentation. Failure to maintain the metal building system's Enclosed Building condition will violate and void all warranties and certifications applicable to the material supplied by the metal building manufacturer. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated Page 3 09/23/2021 loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. The Lean-To frame at building B line 1 is designed as a non- expandable frame. Corresponding frame reactions are calculated based upon actual tributary area. The Lean-To frame at building B line 4 is designed to receive a future addition with a maximum bay spacing of 20 feet as measured between centerline of the existing endwall frame to the centerline of the future frame. Building A has been designed for two 17'-6" x 14'-6" Bi-Fold doors in the SWA with "moving panel door/ window weight with cladding" weight of 2791 lbs each. Any changes to the size or weight of the doors will need to be signed off by licensed engineer. X-Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. Page 4 09/23/2021 Job Number.....................: 18-B-31650 Builder........................: EMPIRE STEEL BUILDINGS ** Jobsite Location...............: RIVER STREET SJC, San Juan Capistrano, CA California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS.......: BLDG-A and BLDG-B Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway ------------------------------- -------- --------------------- Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 40 Service-Level Crane: H/ 100 Portal Serviceability Wind: H/ N/A 60 Total Gravity: H/ 60 Service Seismic: H/ 40 40 Wall Limits Limit ------------------------------- -------- Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. Page 5 09/23/2021 Page 6 09/23/2021 123 1/2o| 1/2o| 1/2o| 1/2o|420'05'05'020'0LeanTo Tie-In2'0 Slimline2'0 G.O.H.2'0 G.O.H.420'020'0420'0P.F.60'07'613'616'620'0420'020'0 3/4o|420'060'07'6 13'6 20'0 LCC 4.0 12 D 20'0 C 10'0 1/2o| 1/2o| RCC 20'07'613'618'623'6LCCC20'0D10'0 1/2o| 1/2o|RCC20'050'07'613'618'623'614x10 F.O.8'4x8'2-1/217'0x14'8SIDEWALL SWAENDWALL EWBSIDEWALL SWCENDWALL EWDBuilder :EMPIRE STEEL BUILDINGSJob No: 31650A run01Version: ver02-mmfarahaniWed Sep 22 18:22:28 2021 San Juan Capistrano CA 9key Strut: x=double Z, xx=triple Z, o=pipe(FM)17'0x14'817'6x14'8Page 7 09/23/20211010101010101010101010101010'0'0'0'0'0'0'0'0''''0'0'20505050505050505050505050505000'000000000000WDWWWWWWWWWWWWWALALALALALALALALALALALALALALLLLLLLLLLLLLLEEEEEEEEEEEEEEWDWDWDWDWDWDWDWDWDWDWDWDWDDW8x24W8x24W8x24W8x24 432 1/2o|112'02'0 Slimline2'0 G.O.H.2'0 G.O.H.420'020'0420'060'016'0 A 4.0 12 12'0A 12'0 60x16OPENTO REMAIN OPEN 12x20 OPEN 12x20OPENSIDEWALLENDWALL EWDSIDEWALL SWAENDWALL EWBAttached to Building 1 side SWABuilder :EMPIRE STEEL BUILDINGSJob No: 31650A run01Version: ver02-mmfarahaniWed Sep 22 18:22:28 2021 San Juan Capistrano CA 9key Strut: x=double Z, xx=triple Z, o=pipe(FM)TO REMAIN OPEN TO REMAIN OPENPage 8 09/23/20211222122222222222'0'0'0'0'0'0'0'0'0'0'0'0'0'0WWWDWWWWWWWWWWWALALALALALALALALALALALALALALL LLL L LL LLLLLLLEEEEEEEEEEEEEEWBWBWBWBWBWBWBWBWBWBWBWBWBWBAdd 1/2" Diameter Rod Manually Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- BUILDING A DESIGN SUMMARY REPORT All connections use ASTM F3125 Gr. A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AroofRPA_01.edf Panel .................... UDEK Panel width .............. 24 in. Panel gage ............... 24 ga. Purlins .................. 55.0 ksi yield strength Eave struts .............. 55.0 ksi yield strength Purlin Spacing: 2@3.3097 4@4'4 1'0-9/16 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- LE 2.333 8X2.5Z16 None 0.000 0.000 C 1 19.667 8X2.5Z16 2 points C 0.000 1.479 C 2 20.000 8X2.5Z16 2 points C 1.479 1.479 C 3 19.667 8X2.5Z16 2 points C 1.479 0.000 C RE 2.333 8X2.5Z16 None C 0.000 0.000 Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,7 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,7 @ Supports: 1,2,3,4 Page 9 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPA R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AroofRPC_01.edf Panel .................... UDEK Panel width .............. 24 in. Panel gage ............... 24 ga. Purlins .................. 55.0 ksi yield strength Eave struts .............. 55.0 ksi yield strength Purlin Spacing: 2@3.3097 4@4'4 1'0-9/16 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- LE 2.333 8X2.5Z16 None 0.000 0.000 C 1 19.667 8X2.5Z16 2 points C 0.000 1.479 C 2 20.000 8X2.5Z16 2 points C 1.479 1.479 C 3 19.667 8X2.5Z16 2 points C 1.479 0.000 C RE 2.333 8X2.5Z16 None C 0.000 0.000 Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 4,3,2,1 Purlin Stiffened Clips @ Level 2,7 @ Supports: 4,3,2,1 Purlin Backup Plate @ Level 2,7 @ Supports: 4,3,2,1 RPA Purlin Strut @ 30.000 (ft) :8X2.5Z16 Bays 1 RPA Purlin Strut @ 30.000 (ft) :8X2.5Z16 Bays 2 RPA Purlin Strut @ 30.000 (ft) :8X2.5Z16 Bays 3 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 3 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z16 Bays 3 SWA Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 1 SWC Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 20.000 (ft) :8X3.5E14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA : Portal Frame (Nested) Plane SWC : 1 bays Rod: Hillside Washers Plane EWB : 1 bays Rod Plane EWD : 1 bays Rod Page 10 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Sidewall Plane SWA -- (8.250" Inset columns)) R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AwallSWA_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Girts .................... 55.0 ksi yield strength Girts Spacing: 7'6 6'0 3'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 20.000 8X2.5Z16 None S 0.000 0.000 C 2 7'6 20.000 8X2.5Z16 None C 0.000 0.000 C 3 7'6 20.000 8X2.5Z16 None C 0.000 0.000 S 1 13'6 20.000 8X2.5Z16 None S 0.000 0.000 C 2 13'6 20.000 8X2.5Z16 None C 0.000 0.000 C 3 13'6 20.000 8X2.5Z16 None C 0.000 0.000 S 1 16'6 20.000 8X2.5Z12 None S 0.000 2.479 C 2 16'6 20.000 8X2.5Z12 None C 2.479 2.479 C 3 16'6 20.000 8X2.5Z12 None C 2.479 0.000 S Note : Maximum distance to extend girt from adjacent bay is 36.00 inches. Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 17'0 14'8 N/A *W8X24 *HSS 5x5x1/4 1 1'6 17'0 14'8 N/A *W8x24 *HSS 5x5x1/4 2 1'6 17'6 14'8 N/A *8X3.5C12 *8X3.5C12 3 1'3 *- Change Manually Note: ADD 3/8” CAP EXTENDED(TOP&BOT) PLATE TO HSS AND USE 2-1/2” DIAM. A325 AT THE TOP AND BOTTOM FOR CONNECTING HSS TO THE WEB OF W8X24 JAMBS (TYP) 3/8" Plate HSS 5x5x1/4 Page 11 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Sidewall Plane SWC -- (8.250" Inset columns) R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AwallSWC_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Girts .................... 55.0 ksi yield strength Girts Spacing: 7'6 6'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 20.000 8X2.5Z16 None S 0.000 1.479 C 2 7'6 20.000 8X2.5Z16 None C 1.479 1.479 C 3 7'6 20.000 8X2.5Z16 None C 1.479 0.000 S 1 13'6 20.000 8X2.5Z16 None S 0.000 1.479 C 2 13'6 20.000 8X2.5Z16 None C 1.479 1.479 C 3 13'6 20.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum distance to extend girt from adjacent bay is 36.00 inches. Page 12 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........BEARING FRAME R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AwallEWB_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Rafters ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) -------------------------------------------------------------- 1 W8X10 50.0 ksi 25.101 0.000 25.101 Connections... Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 25.101 25.101 50.201 Connections... Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave): PLANE SWA: None PLANE SWC: None Girts .................... 55.0 ksi yield strength Girts Spacing: 7'6 6'0 2@5'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 19.312 8X2.5Z13 None S 0.000 0.000 S 2 7'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 7'6 19.312 8X2.5Z16 None S 0.000 0.000 S 1 13'6 19.312 8X2.5Z14 None S 0.000 0.000 S 2 13'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 13'6 19.312 8X2.5Z14 None S 0.000 0.000 S 1 18'6 19.312 8X2.5Z16 None S 0.000 0.000 S 2 18'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 18'6 19.312 8X2.5Z16 None S 0.000 0.000 S Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 23'6 7.392 8X2.5Z16 None S 0.000 0.000 S 2 23'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 23'6 7.392 8X2.5Z16 None S 0.000 0.000 S Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 14'0 10'0 N/A 8X3.5C14 *8X2.5C14 3 3'0 *- Change Manually Page 13 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Columns-----(0.000" Flush columns) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- LCC 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-D 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-C 30.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 RCC 50.000' W8X18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: Strut-to-Column Clip Col. No. Endwall Plane 1 --------- -------------------- Plane SWC: 1-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375") w/ (4)-3/4" A325N bolts W8x10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375") w/ (4)-3/4" A325N bolts W8x10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: Page 14 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........BEARING FRAME R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\AwallEWD_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Rafters ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) -------------------------------------------------------------- 1 W8X10 50.0 ksi 25.101 0.000 25.101 Connections... Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 25.101 25.101 50.201 Connections... Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) : PLANE SWA: None PLANE SWC: None Girts .................... 55.0 ksi yield strength Girts Spacing: 7'6 6'0 2@5'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 19.312 8X2.5Z13 None S 0.000 0.000 S 2 7'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 7'6 19.312 8X2.5Z16 None S 0.000 0.000 S 1 13'6 19.312 8X2.5Z14 None S 0.000 0.000 S 2 13'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 13'6 19.312 8X2.5Z12 None S 0.000 0.000 S 1 18'6 19.312 8X2.5Z16 None S 0.000 0.000 S 2 18'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 18'6 19.312 8X2.5Z16 None S 0.000 0.000 S Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 23'6 7.392 8X2.5Z16 None S 0.000 0.000 S 2 23'6 10.000 8X2.5Z16 None S 0.000 0.000 S 3 23'6 7.392 8X2.5Z16 None S 0.000 0.000 S Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 8'4 8'2-1/2 N/A *8X2.5C14 8X2.5C16 3 8'0 *-change Manually Page 15 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Columns-----(0.000" Flush columns) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- LCC 0.000' W10X22 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-C 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-D 30.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 RCC 50.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: Strut-to-Column Clip Col. No. Endwall Plane 4 --------- -------------------- Plane SWA: 4-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375") w/ (4)-3/4" A325N bolts W8x10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 4-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375") w/ (4)-3/4" A325N bolts W8x10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: Page 16 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- LEAN TO BLDG B ON SIDE SWA DESIGN SUMMARY REPORT All connections use ASTM F3125 Gr. A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\BroofRPA_01.edf Panel .................... UDEK Panel width .............. 24 in. Panel gage ............... 24 ga. Purlins .................. 55.0 ksi yield strength Eave struts .............. 55.0 ksi yield strength Purlin Spacing: 2@3'0 4'0 2'0 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- LE 2.333 8X2.5Z16 None 0.000 0.000 C 1 19.667 8X2.5Z16 2 points C 0.000 1.479 C 2 20.000 8X2.5Z16 2 points C 1.479 1.479 C 3 19.667 8X2.5Z16 2 points C 1.479 0.000 C RE 2.333 8X2.5Z16 None C 0.000 0.000 Purlin Clip Use 2 A325 Bolts @ Level 2,3,4 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,4 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,4 @ Supports: 1,2,3,4 SWA Eave Strut @ 16.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 16.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 16.000 (ft) :8X3.5E14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod (Add bracing to 2 other bays manually) Plane SWA :Other constr. Plane EWD :End Frame Plane EWB :End Frame Page 17 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- Sidewall Plane SWA -- (8.250" Inset columns) R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\BwallSWA_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Girts Spacing: N/A Open Areas: Size Wall Distance (*)60'0 x 16'0 SWA 0'0 Endwall Plane EWD Design ........EXPANDABLE FRAME R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\BwallEWD_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Girts Spacing: N/A Open Areas: Size Wall Distance (*)12'0 x 20'0 EWD 0'0 Endwall Plane EWB Design ........NON-EXPANDABLE FRAME R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\BwallEWB_01.edf Panel .................... PBR Panel width .............. 36 in. Panel gage ............... 26 ga. Girts Spacing: N/A Open Areas: Size Wall Distance (*)12'0 x 20'0 EWB 0'0 (*)-OPEN TO REMAIN OPEN FOR WIND Page 18 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- A-SWC-CF01 CANOPY DESIGN SUMMARY REPORT Building Data Roof Live Load: 20.00 psf CANOPY 2'0 x 59'4 x 20'0 4.:12 Tributary Check: No Bays: 19'8 20'0 19'8 Roof Snow Load: 0.00 psf Wind Exposure Category: C Wind Load: 100.00 mph Dead Load: 3.79 psf -------------------------------------------------------------------------------- Panels ----- Roof: UDEK Panel width .............. 24 in. Panel gage ............... 24 ga. PURLINS ---- Spacings(From Free-End): 2'0 Bay Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 2 points 2 2 points 3 2 points 1- 3 <No purlin design for this plane> EAVE STRUTS ---- 8X3.5C14 @ Bays 1 - 3 Rafter ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start(in) End(in) --------------------------------------------------------------------- 4.083 7.890 7.890 **W8X10 **-USE (4) 1/2” DIAM. A325 BOLTS FOR TYPE IF CONNECTION (MIN. GA. 2.5”) Page 19 09/23/2021 Metallic Design Summary Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/22/21 Start Time: 06:21:55 R:\..\18-B-31650\ver02-mmfarahani\BLDG-A\run01\31650A_bldg_A_01.cds ------------------------------------------------------------------------------- B-SWA-CF01 CANOPY DESIGN SUMMARY REPORT Building Data Roof Live Load: 20.00 psf CANOPY 2'0 x 59'4 x 16'0 4.:12 Tributary Check: No Bays: 19'8 20'0 19'8 Roof Snow Load: 0.00 psf Wind Exposure Category: C Wind Load: 100.00 mph Dead Load: 3.79 psf -------------------------------------------------------------------------------- Panels ----- Roof: UDEK Panel width .............. 24 in. Panel gage ............... 24 ga. PURLINS ---- Spacings(From Free-End): 2'0 Bay Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 2 points 2 2 points 3 2 points 1- 3 <No purlin design for this plane> EAVE STRUTS ---- 8X3.5C14 @ Bays 1 - 3 Rafter ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start(in) End(in) --------------------------------------------------------------------- 4.083 7.890 7.890 **W8X10 **-USE (4) 1/2” DIAM. A325 BOLTS FOR TYPE IF CONNECTION (MIN. GA. 2.5”) Page 20 09/23/2021 Building: BLDG-A CDS file name: 18-B-31650_BLDG-A_Eds2Xds.cds Eds2Xds User: mmfarahani Job Number: 18-B-31650 Fairview Date: 09/23/2021 03:24:42 PM Relative path: \\HOUNA04\TS\jobs\Active\Eng\18-B-31650 ---------------------------------------------------------------------------------------------------------------------------- Planes Name File SWA \ver02-mmfarahani\BLDG-A\run01\AwallSWA_01.edf EWD \ver02-mmfarahani\BLDG-A\run01\AwallEWD_01.edf SWC \ver02-mmfarahani\BLDG-A\run01\AwallSWC_01.edf EWB \ver02-mmfarahani\BLDG-A\run01\AwallEWB_01.edf RPA \ver02-mmfarahani\BLDG-A\run01\AroofRPA_01.edf RPC \ver02-mmfarahani\BLDG-A\run01\AroofRPC_01.edf Frames Frame Line Left Frame Left File Right Frame Right File 2 A \ver02-mmfarahani\BLDG- A\DRFTG\x03L B \ver02-mmfarahani\BLDG- A\DRFTG\x03R 3 A \ver02-mmfarahani\BLDG- A\DRFTG\x03L B \ver02-mmfarahani\BLDG- A\DRFTG\x03R Portal Frames Plane Name Bay Frame File SWA 3 F \ver02-mmfarahani\BLDG-A\DRFTG\x05L Page 21 09/23/2021 Note: Nested Portal Frame Building: BLDG-B CDS file name: 18-B-31650_BLDG-B_Eds2Xds.cds Eds2Xds User: mmfarahani Job Number: 18-B-31650 Fairview Date: 09/23/2021 03:24:42 PM Relative path: \\HOUNA04\TS\jobs\Active\Eng\18-B-31650 ---------------------------------------------------------------------------------------------------------------------------- Planes Name File SWA \ver02-mmfarahani\BLDG-A\run01\BwallSWA_01.edf EWD \ver02-mmfarahani\BLDG-A\run01\BwallEWD_01.edf EWB \ver02-mmfarahani\BLDG-A\run01\BwallEWB_01.edf RPA \ver02-mmfarahani\BLDG-A\run01\BroofRPA_01.edf Frames Frame Line Left Frame Left File 4 C \ver02-mmfarahani\BLDG-A\DRFTG\x01L 3 C \ver02-mmfarahani\BLDG-A\DRFTG\x01L 2 C \ver02-mmfarahani\BLDG-A\DRFTG\x01L 1 B \ver02-mmfarahani\BLDG-A\DRFTG\x02L Portal Frames Plane Name Bay Frame File Page 22 09/23/2021 25'12345678I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1560.250.15610.0'7.857'14.205'10.0'5X0.255X0.255X0.255X0.2510'0"7.857'4.205'10'0"10'0"17'10 1/4"26'4"CCCCCCC20' E.H.4.012Metallic Building SystemsMetallic Building SystemsMetallic Building SystemsFRAME ID #FRAME ID #3USER NAME:USER NAME:mmfarahaniDATE:DATE: 9/22/21TIME:TIME:18:26:36PAGE:PAGE: 3 -1cs 50./20./19.833 20./100./0. JOB NAME:JOB NAME:31650AFILE:FILE:frame_2_3.fraLOCATION: GridlinesLOCATION:23DETAIL FILE: tive\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\Drftg\x03LDETAIL FILE:BOLTS:A325 FULLY TIGHT WEIGHT: 2165 lbsPURLINS(horz. from eave) :8"-Z 2@3'3 11/16",4@4'4"GIRTS (vert. from floor): 8"-Z 7'6",6'(8.25")(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =23LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts10.0BASE6.0X0.375N/A(4)-3/417.8400SPLICEN/AN/AN/A24.0HORZ STF2.25X0.25N/AN/AN/ACAP (EXT)6.0X0.375N/AN/A26.02E/2E6.0X0.756.0X0.75(8)-3/422.4479SPLICEN/AN/AN/A14.0SPLICEN/AN/AN/A14.02E/2E6.0X0.3756.0X0.375(8)-3/4*-E12345678Page 23 09/23/2021 25'1234 5678 I.F. WEB LEN. WEB THK. O.F. I.F. WEB LEN. WEB THK. O.F.0.25 0.156 0.1567.857'10.0'10.0'14.205'8X0.25 5X0.258X0.25 5X0.257.857'10'0"10'0"10'0"4.205'17'10 1/4" 26'4"AOOC CCCCC20' E.H.4.012Metallic Building SystemsMetallic Building SystemsMetallic Building SystemsFRAME ID #FRAME ID #3USER NAME:USER NAME:mmfarahaniDATE:DATE: 9/22/21TIME:TIME:18:26:36PAGE:PAGE: 3 -2cs 50./20./19.833 20./100./0. JOB NAME:JOB NAME:31650AFILE:FILE:frame_2_3.fraLOCATION: GridlinesLOCATION:23DETAIL FILE: tive\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\Drftg\x03RDETAIL FILE:BOLTS:A325 FULLY TIGHT WEIGHT: 2165 lbsPURLINS(horz. from eave) :8"-Z 2@3'3 11/16",4@4'4"GIRTS (vert. from floor): 8"-Z 7'6",6',3'(8.25")(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =23LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts10.0BASE8.0X0.375N/A(4)-3/417.8400SPLICEN/AN/AN/A24.0HORZ STF3.75X0.25N/AN/AN/ACAP (EXT)8.0X0.375N/AN/A26.02E/2E8.0X0.756.0X0.75(8)-3/422.4479SPLICEN/AN/AN/A14.0SPLICEN/AN/AN/A14.02E/2E6.0X0.3756.0X0.375(8)-3/4*-B12345678ANONELT STIFN/AN/AN/APage 24 09/23/20210.0.0.0.200.000.0.000.0.5 12'123456I.F.W SHAPEO.F.I.F.W SHAPEO.F.W10X22W10X1210'0"4.921'11.297'14'11"18'5 7/8"16' E.H.4.012Metallic Building SystemsMetallic Building SystemsMetallic Building SystemsFRAME ID #FRAME ID #2USER NAME:USER NAME:mmfarahaniDATE:DATE: 9/22/21TIME:TIME:18:27:46PAGE:PAGE: 2 -1lt 12./16./12.167 20./100./0. JOB NAME:JOB NAME:31650AFILE:FILE:ltfrar_1_.fraLOCATION: GridlinesLOCATION:1DETAIL FILE: tive\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\Drftg\x02LDETAIL FILE:BOLTS:A325 FULLY TIGHT WEIGHT: 517 lbsPURLINS(horz. from eave) :8"-Z 2@3',4'GIRTS (vert. from floor): 8"-Z (8.25")- LEFT COLUMN(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =1LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts10.2BASE6.0X0.375N/A(4)-5/810.2SPLICEN/AN/AN/A10.2N/AN/AN/AN/AN/ACAP (EXT)6.0X0.25N/AN/A9.872P/05.75X0.365.0X0.25(4)-1/29.872P/05.0X0.255.0X0.25(4)-1/2*-A1234563"3"TYPICAL AT KNEE AND PEAKPage 25 09/23/2021 12'123456I.F.W SHAPEO.F.I.F.W SHAPEO.F.W10X22W10X1210'0"4.921'11.297'14'11"18'5 7/8"CC16' E.H.4.012Metallic Building SystemsMetallic Building SystemsMetallic Building SystemsFRAME ID #FRAME ID #1USER NAME:USER NAME:mmfarahaniDATE:DATE: 9/22/21TIME:TIME:18:28:34PAGE:PAGE: 1 -1lt 12./16./20. 20./100./0. JOB NAME:JOB NAME:31650AFILE:FILE:ltfrar_2-4.fraLOCATION: GridlinesLOCATION:432DETAIL FILE: tive\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\Drftg\x01LDETAIL FILE:BOLTS:A325 FULLY TIGHT WEIGHT: 523 lbsPURLINS(horz. from eave) :8"-Z 2@3',4'GIRTS (vert. from floor): 8"-Z (8.25")- LEFT COLUMN(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =432LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts10.2BASE6.0X0.375N/A(4)-3/410.2SPLICEN/AN/AN/A10.2N/AN/AN/AN/AN/ACAP (EXT)6.0X0.25N/AN/A9.872P/05.75X0.365.0X0.25(4)-1/29.872P/05.0X0.255.0X0.25(4)-1/2*-A1234563"3"TYPICAL AT KNEE AND PEAKPage 26 09/23/2021 19'8"12345678910 I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F. I.F. WEB LEN. WEB THK. O.F.0.1560.31250.1560.3125 0.156 10.0'7.458'16.521'7.458'10.0'6X0.256X0.3758X0.256X0.375 6X0.25 6X0.31256X0.3758X0.256X0.375 6X0.3125 10'0"7.458'16.521'7.458'10'0"17'5 1/2" 17'5 1/2"20' E.H.20' E.H.0.012Metallic Building SystemsMetallic Building SystemsMetallic Building SystemsFRAME ID #FRAME ID #5USER NAME:USER NAME:mmfarahaniDATE:DATE: 9/22/21TIME:TIME:18:29:22PAGE:PAGE: 5 -1pf 19.667/20. main building at plane SW JOB NAME:JOB NAME:31650AFILE:FILE:p5_.fraLOCATION:LOCATION:bays 3-(Gridline B)DETAIL FILE: tive\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\Drftg\x05LDETAIL FILE:BOLTS:A325 FULLY TIGHT WEIGHT: 1709 lbsRafter Offset : (14")Column Offsets : (0.12")- LEFT COLUMN(0.12")- RIGHT COLUMN(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =BLocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts18.0BASE6.0X0.375N/A(4)-3/418.0SPLICEN/AN/AN/A18.0HORZ STF2.75X0.25N/AN/AN/ACAP (EXT)6.0X0.375N/AN/A16.03E/3E12.0X0.75 C12.0X0.75 R(12)-116.03E/3E12.0X0.75 C12.0X0.75 R(12)-118.0BASE6.0X0.375N/A(4)-3/418.0SPLICEN/AN/AN/A18.0HORZ STF2.75X0.25N/AN/AN/ACAP (EXT)6.0X0.375N/AN/A*-LEFT123456*-RIGHT78910CJP1/4Typicalat Both ColumnsTypicalat Both ColumnsTYPSee Page # Bolted connection to main FramecolumnsPage 27 09/23/202128 - Page 28 09/23/2021 At Grade Line 3 (+) Rev H 6/15/20 REACTIONS BUILDER: EMPIRE STEEL BUILDINGS ** CUSTOMER: NONE JOB NUMBER: 18-B-31650 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) See Note 3. c) Endwalls (1) See Note 3. d) X-Bracing (1) X- Bracing reactions are included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x-bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ, RBDWEQ, E+, E- and LEQ) do not include the amplification factor, :0. (3) For IBC and UBC based building codes, when x-bracing is present in the endwall, individual transverse seismic loads (EL & ER) do not include the amplification factor, :0. e) The metal building manufacturer is responsible only for the portion of the anchor rod design pertaining to the transfer of forces between the base plate bearing and the anchor rod’s shear and tension. The metal building manufacturer is not responsible for the anchor rod embedment for transfer of forces to the foundation. The metal building manufacturer does not design and is not responsible for the design, material, and construction of the foundation embedments. The end use customer shall assure that adequate provisions are made to the foundation design for loads imposed by column reactions of the building, other imposed loads, and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a registered professional engineer competent in the design of such structures. i) (ref. Appendix A3 of the MBMA Metal Building Systems Manual) f) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. 3) Reactions are provided as un-factored for each load group applied to the column. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. The foundation engineer shall apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications for proper foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC, 2015 IBC, or Florida building code, the wind load reactions are at a strength value with a load factor of 1.0. b) For IBC codes, the seismic reactions provided are at a strength level with a load factor of 1.0, and do not contain the rho factor. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Page 1 Page 2 Page 3 Page 4 Page 5 Page 6 Page 7 Page 8 Metallic Building Systems User: mmfarahani Page: F3- 1 R-Frame Design Program - Version V8.15 Job : 31650A Input Data Echo File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 \\hounas04\TS\Jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.15 BRAND METALLIC DESCRIPTION cs 50./20./19.833 20./100./0. FRAME_ID 3 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary l_stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 31650A ANALYZE all *DATASET members brace combinations wind_array connection base BUILDING LABEL A LOCATION frame lines 2 3 LATERAL GRID LABEL 2 3 LONGITUDINAL GRID LABEL E B NUMBER FRAMES 2 *PRICE summary TYPE LEFT cs t cs 60. 60. TYPE RIGHT cs t cs 60. 60. MAIN GEOMETRY WIDTH 50. 25. LENGTH 60. EAVE 20. *ROOF SLOPE 4. LEANTO RIGHT GEOMETRY WIDTH 12. 0. LENGTH 60. EAVE 16. *ROOF SLOPE 4. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 30.882 12.936 7.865 6.484 CODE LABEL 2019 CALIFORNIA BUILDING CODE BUILDING CODE IB18 U=Normal DEAD LOAD 2.623 *COLLATERAL LOAD 5. LIVE LOAD 20. reduce SNOW R=0. E=0.9 T=1.2 S=N WEL=27. WER=39. WML=25. WMR=37. SEISMIC LOAD S1=42.5 SS=118.3 TL=16. %CR=NORM %SR=NORM RHOT=1.5 RHOL=1.3 \ R=3.5 LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ###Increased Trib. by 5% for accidental eccentricity### ROOF TRIBUTARY TR=20.833 WALL TRIBUTARY LEFT TR= 20.833 S=0. E=20. WALL TRIBUTARY RIGHT TR= 0. S=0. E=20. #### DESIGN ASD16 LATERAL BRACE LENGTH 20.00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully NOFB 0. DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.5 CANOPYL CFT=C FL=Y PR=2. LEN=64. HT=20. CS=4. PD=8. FT=0.205 WH=7.48 MN=5. \ 0.375 BAY=19.833 DL=4.508 LL=20. WL1=-27.991 -1.39 WL2=-27.991 -1.39 \ LWL1=-13.8948 -0.69 LWL2=-7.4508 -0.37 LWL3=-6.6454 -0.33 LWL4=-0.2014 -0.01 \ MWL1=-27.991 -1.39 MWL2=-9.4646 -0.47 WL3=-9.4646 -0.47 WL4=-9.4646 -0.47 \ WL1D=-12.608 -1.39 WL2D=-12.608 -1.39 LWL1D=-6.2586 -0.69 LWL2D=-3.3561 -0.37 \ LWL3D=-2.9933 -0.33 LWL4D=-0.0907 -0.01 WL3D=-4.2631 -0.47 WL4D=-4.2631 -0.47 SYMKNEE CONNECTION SPLICE GUSSETS NA LT BOSS RIGHT HT=19.2973 LEN=8.25 DEPF=10.23 BF=5. TF=0.25 TW=0.134 EPW=5. \ EPD=10.75 EPT=0.25 BTD=0.5 BTN=2 BRACING SIDES LC=1 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=0 RA=0 RC=0 GIRT SPACING LEFT 7.5 6. GIRT SPACING RIGHT 7.5 6. 3. GIRT BRACE LEFT C C GIRT BRACE RIGHT O O C PURLIN SPACING 2@3.3097 4@4.3333 PURLIN BRACE C C N C C C LEFT COLUMN BASE W=6. T=0.375 L=10.5 N=2 D=0.75 10. 0. 10. 5. 0.25 0.156 5. 0.25 0. 24. 0. 5. 0.25 0.25 5. 0.25 LEFT RAFTER CONNECTION O=2E I=2E W=6. T=0.75 D=0.75 26. 0. 0. 5. 0.25 0.156 5. 0.25 0. 14. 10. 5. 0.25 0.156 5. 0.25 14. 14. 10. 5. 0.25 0.156 5. 0.25 CONNECTION O=2E I=2E W=6. T=0.375 D=0.75 RIGHT COLUMN BASE W=8. T=0.375 L=10.5 N=2 D=0.75 10. 0. 10. 8. 0.25 0.156 8. 0.25 0. 24. 0. 8. 0.25 0.25 8. 0.25 RIGHT RAFTER CONNECTION O=2E I=2E W=8. 6. T=0.75 D=0.75 26. 0. 0. 5. 0.25 0.156 5. 0.25 0. 14. 10. 5. 0.25 0.156 5. 0.25 14. 14. 10. 5. 0.25 0.156 5. 0.25 WIND LOAD WL1 20.137 0.3400 -0.8700 -0.6500 -0.6000 25.000 Left WIND LOAD WL2 20.137 0.7000 -0.5100 -0.2900 -0.2400 25.000 Left WIND LOAD LWL1 20.137 -0.6300 -0.8700 -0.5500 -0.6300 25.000 WIND LOAD LWL2 20.137 -0.6300 -0.5500 -0.8700 -0.6300 31.000 WIND LOAD LWL3 20.137 -0.2700 -0.5100 -0.1900 -0.2700 25.000 WIND LOAD LWL4 20.137 -0.2700 -0.1900 -0.5100 -0.2700 31.000 WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000 WIND LOAD WL3 20.137 -0.6000 -0.6500 -0.8700 0.3400 31.000 Right WIND LOAD WL4 20.137 -0.2400 -0.2900 -0.5100 0.7000 31.000 Right WIND LOAD WL1D 9.071 0.3400 -0.8700 -0.6500 -0.6000 25.000 Left WIND LOAD WL2D 9.071 0.7000 -0.5100 -0.2900 -0.2400 25.000 Left WIND LOAD LWL1D 9.071 -0.6300 -0.8700 -0.5500 -0.6300 25.000 WIND LOAD LWL2D 9.071 -0.6300 -0.5500 -0.8700 -0.6300 31.000 WIND LOAD LWL3D 9.071 -0.2700 -0.5100 -0.1900 -0.2700 25.000 WIND LOAD LWL4D 9.071 -0.2700 -0.1900 -0.5100 -0.2700 31.000 WIND LOAD WL3D 9.071 -0.6000 -0.6500 -0.8700 0.3400 31.000 Right WIND LOAD WL4D 9.071 -0.2400 -0.2900 -0.5100 0.7000 31.000 Right LOAD COMBINATIONS 1)1. DL 1. COLL 1. PLLL1 1. PLL1 *DEFL 60. 120. *PDELTA L 2)1. DL 1. COLL 1. PLLL1 1. PLL1 *DEFL 60. 120. *PDELTA R 3)1. DL 1. COLL 1. PLL1 1. PLLR1 *DEFL 60. 120. *PDELTA L 4)1. DL 1. COLL 1. PLL1 1. PLLR1 *DEFL 60. 120. *PDELTA R 5)1. DL 1. COLL 1. PLLL1 1. PLLR1 *DEFL 60. 120. *PDELTA L 6)1. DL 1. COLL 1. PLLL1 1. PLLR1 *DEFL 60. 120. *PDELTA R 7)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA L 8)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA R 9)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 10)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 11)1.1325 DL 1.1325 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 12)1.1325 DL 1.1325 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 13)1.1325 DL 1.05 EQ *DEFL 40. 120. *PDELTA L 14)1.1325 DL 1.05 EQ *DEFL 40. 120. *PDELTA R 15)1.1325 DL -1.05 EQ *DEFL 40. 120. *PDELTA L 16)1.1325 DL -1.05 EQ *DEFL 40. 120. *PDELTA R 17)1.1325 DL 1.1325 COLL 1.05 EQ *DEFL 40. 120. *PDELTA L 18)1.1325 DL 1.1325 COLL 1.05 EQ *DEFL 40. 120. *PDELTA R 19)1.1325 DL 1.1325 COLL -1.05 EQ *DEFL 40. 120. *PDELTA L 20)1.1325 DL 1.1325 COLL -1.05 EQ *DEFL 40. 120. *PDELTA R 21)0.4675 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 22)0.4675 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 23)0.4675 DL 1.05 EQ *DEFL 40. 120. *PDELTA L 24)0.4675 DL 1.05 EQ *DEFL 40. 120. *PDELTA R 25)0.4675 DL -1.05 EQ *DEFL 40. 120. *PDELTA L 26)0.4675 DL -1.05 EQ *DEFL 40. 120. *PDELTA R 27)0.71072 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 28)0.71072 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 29)1.38928 DL 1.38928 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 30)1.38928 DL 1.38928 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 31)0.71072 DL 2.5 EQ *TYPE R *APP C *PDELTA L 32)0.71072 DL 2.5 EQ *TYPE R *APP C *PDELTA R 33)0.71072 DL -2.5 EQ *TYPE R *APP C *PDELTA L 34)0.71072 DL -2.5 EQ *TYPE R *APP C *PDELTA R 35)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 36)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 37)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 38)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 39)0.71072 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 40)0.71072 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 41)1.38928 DL 1.38928 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA L 42)1.38928 DL 1.38928 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA R 43)0.71072 DL 2.5 EQ *TYPE R *APP B *PDELTA L 44)0.71072 DL 2.5 EQ *TYPE R *APP B *PDELTA R 45)0.71072 DL -2.5 EQ *TYPE R *APP B *PDELTA L 46)0.71072 DL -2.5 EQ *TYPE R *APP B *PDELTA R 47)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 48)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 49)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 50)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 51)0.71072 DL 3.5 EQ *TYPE R *APP K *PDELTA L 52)0.71072 DL 3.5 EQ *TYPE R *APP K *PDELTA R 53)0.71072 DL -3.5 EQ *TYPE R *APP K *PDELTA L 54)0.71072 DL -3.5 EQ *TYPE R *APP K *PDELTA R 55)1.38928 DL 1.38928 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 56)1.38928 DL 1.38928 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 57)1.38928 DL 1.38928 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 58)1.38928 DL 1.38928 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 59)1. DL 0.6 WL1 *PDELTA L 60)1. DL 0.6 WL1 *PDELTA R 61)1. DL 0.6 WL2 *PDELTA L 62)1. DL 0.6 WL2 *PDELTA R 63)1. DL 0.6 WL3 *PDELTA L 64)1. DL 0.6 WL3 *PDELTA R 65)1. DL 0.6 WL4 *PDELTA L 66)1. DL 0.6 WL4 *PDELTA R 67)0.6 DL 0.6 WL1 *PDELTA L 68)0.6 DL 0.6 WL1 *PDELTA R 69)0.6 DL 0.6 WL2 *PDELTA L 70)0.6 DL 0.6 WL2 *PDELTA R 71)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 72)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 73)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 74)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 75)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 76)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 77)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 78)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 79)0.6 DL 0.6 WL3 *PDELTA L 80)0.6 DL 0.6 WL3 *PDELTA R 81)0.6 DL 0.6 WL4 *PDELTA L 82)0.6 DL 0.6 WL4 *PDELTA R 83)0.6 MWL1 *TYPE M 84)0.6 MWL2 *TYPE M 85)1. DL 1. COLL 0.6 WL1 *PDELTA L 86)1. DL 1. COLL 0.6 WL1 *PDELTA R 87)1. DL 1. COLL 0.6 WL2 *PDELTA L 88)1. DL 1. COLL 0.6 WL2 *PDELTA R 89)1. DL 1. COLL 0.6 WL3 *PDELTA L 90)1. DL 1. COLL 0.6 WL3 *PDELTA R 91)1. DL 1. COLL 0.6 WL4 *PDELTA L 92)1. DL 1. COLL 0.6 WL4 *PDELTA R 93)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 94)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 95)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 96)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 97)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L 98)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 109)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 110)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 111)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 112)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 113)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 114)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 115)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 116)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 117)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 118)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 119)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 120)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 121)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 122)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 123)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 124)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 125)1. LL *DEFL 60. 180. *TYPE D 126)1. WL1D *DEFL 60. 180. *TYPE D 127)1. WL2D *DEFL 60. 180. *TYPE D 128)1. LWL1D *DEFL 60. 180. *TYPE D 129)1. LWL2D *DEFL 60. 180. *TYPE D 130)1. LWL3D *DEFL 60. 180. *TYPE D 131)1. LWL4D *DEFL 60. 180. *TYPE D 132)1. WL3D *DEFL 60. 180. *TYPE D 133)1. WL4D *DEFL 60. 180. *TYPE D 134)1.38928 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 135)1.38928 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 136)0.71072 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 137)0.71072 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 138)1.38928 DL 1.38928 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 139)1.38928 DL 1.38928 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS ### Torsional loading Note:Torsional load is about 0.5k, but kept 1 kips used ### 1 kips used by Anchor Rods teams. RC LWL1 GLOB X C 20.000000 1.000000 0.000000 \ # TOSIONAL BRACING (WIND) RC LWL2 GLOB X C 20.000000 1.000000 0.000000 \ # TOSIONAL BRACING (WIND) RC LWL3 GLOB X C 20.000000 -1.000000 0.000000 \ # TOSIONAL BRACING (WIND) RC LWL4 GLOB X C 20.000000 -1.000000 0.000000 \ # TOSIONAL BRACING (WIND) RC EQ GLOB X C 20.000000 0.500000 0.000000 \ # TOSIONAL BRACING (SEISMIC) #### RC DL MEMB X C 17.000000 -2.000000 0.000000 NA \ # BI-FOLD DOOR SELF WT. #### RC EQDW GLOB M C 20.000000 0.600000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 20.000000 0.600000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC RBUPLW GLOB Y C 0.010000 4.944000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 4.944000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 20.000000 -4.944000 0.916700 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 5.176000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 5.176000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 20.000000 -5.176000 0.916700 \ # SEISMIC BRACE FORCE RC DL GLOB Y C 18.928699 -0.337100 0.000000 \ # RC LEANTO VERT. DL RC DL GLOB X C 18.928699 0.015200 0.000000 \ # RC LEANTO HORZ. DL RC COLL GLOB Y C 18.928699 -0.103900 0.000000 \ # RC LEANTO VERT. COLL RC COLL GLOB X C 18.928699 -0.002200 0.000000 \ # RC LEANTO HORZ. COLL RC PLLR1 GLOB Y C 18.928699 -1.991400 0.000000 \ # RC LEANTO VERT. PLLR1 RC PLLR1 GLOB X C 18.928699 -0.052100 0.000000 \ # RC LEANTO HORZ. PLLR1 RC LL GLOB Y C 18.928699 -2.031100 0.000000 \ # RC LEANTO VERT. LL RC LL GLOB X C 18.928699 0.067000 0.000000 \ # RC LEANTO HORZ. LL RC EQ GLOB Y C 18.928699 0.104000 0.000000 \ # RC LEANTO VERT. EQ RC EQ GLOB X C 18.928699 0.312100 0.000000 \ # RC LEANTO HORZ. EQ RC WL1 GLOB Y C 18.928699 0.722900 0.000000 \ # RC LEANTO VERT. WL1 RC WL1 GLOB X C 18.928699 5.071500 0.000000 \ # RC LEANTO HORZ. WL1 RC WL2 GLOB Y C 18.928699 -0.022900 0.000000 \ # RC LEANTO VERT. WL2 RC WL2 GLOB X C 18.928699 -0.499100 0.000000 \ # RC LEANTO HORZ. WL2 RC LWL1 GLOB Y C 18.928699 0.513500 0.000000 \ # RC LEANTO VERT. LWL1 RC LWL1 GLOB X C 18.928699 4.989900 0.000000 \ # RC LEANTO HORZ. LWL1 RC LWL2 GLOB Y C 18.928699 1.074400 0.000000 \ # RC LEANTO VERT. LWL2 RC LWL2 GLOB X C 18.928699 5.578500 0.000000 \ # RC LEANTO HORZ. LWL2 RC LWL3 GLOB Y C 18.928699 -0.173200 0.000000 \ # RC LEANTO VERT. LWL3 RC LWL3 GLOB X C 18.928699 -0.758000 0.000000 \ # RC LEANTO HORZ. LWL3 RC LWL4 GLOB Y C 18.928699 0.387700 0.000000 \ # RC LEANTO VERT. LWL4 RC LWL4 GLOB X C 18.928699 -0.169400 0.000000 \ # RC LEANTO HORZ. LWL4 RC WL3 GLOB Y C 18.928699 2.131600 0.000000 \ # RC LEANTO VERT. WL3 RC WL3 GLOB X C 18.928699 2.406800 0.000000 \ # RC LEANTO HORZ. WL3 RC WL4 GLOB Y C 18.928699 1.385800 0.000000 \ # RC LEANTO VERT. WL4 RC WL4 GLOB X C 18.928699 -3.163700 0.000000 \ # RC LEANTO HORZ. WL4 RC MWL1 GLOB Y C 18.928699 -0.580600 0.000000 \ # RC LEANTO VERT. MWL1 RC MWL1 GLOB X C 18.928699 2.020700 0.000000 \ # RC LEANTO HORZ. MWL1 RC MWL2 GLOB Y C 18.928699 0.480800 0.000000 \ # RC LEANTO VERT. MWL2 RC MWL2 GLOB X C 18.928699 -1.721300 0.000000 \ # RC LEANTO HORZ. MWL2 RC WL1D GLOB Y C 18.928699 0.325500 0.000000 \ # RC LEANTO VERT. WL1D RC WL1D GLOB X C 18.928699 2.284600 0.000000 \ # RC LEANTO HORZ. WL1D RC WL2D GLOB Y C 18.928699 -0.010400 0.000000 \ # RC LEANTO VERT. WL2D RC WL2D GLOB X C 18.928699 -0.224600 0.000000 \ # RC LEANTO HORZ. WL2D RC LWL1D GLOB Y C 18.928699 0.231300 0.000000 \ # RC LEANTO VERT. LWL1D RC LWL1D GLOB X C 18.928699 2.247500 0.000000 \ # RC LEANTO HORZ. LWL1D RC LWL2D GLOB Y C 18.928699 0.483900 0.000000 \ # RC LEANTO VERT. LWL2D RC LWL2D GLOB X C 18.928699 2.512900 0.000000 \ # RC LEANTO HORZ. LWL2D RC LWL3D GLOB Y C 18.928699 -0.078100 0.000000 \ # RC LEANTO VERT. LWL3D RC LWL3D GLOB X C 18.928699 -0.341200 0.000000 \ # RC LEANTO HORZ. LWL3D RC LWL4D GLOB Y C 18.928699 0.174800 0.000000 \ # RC LEANTO VERT. LWL4D RC LWL4D GLOB X C 18.928699 -0.076800 0.000000 \ # RC LEANTO HORZ. LWL4D RC WL3D GLOB Y C 18.928699 0.960300 0.000000 \ # RC LEANTO VERT. WL3D RC WL3D GLOB X C 18.928699 1.083700 0.000000 \ # RC LEANTO HORZ. WL3D RC WL4D GLOB Y C 18.928699 0.624400 0.000000 \ # RC LEANTO VERT. WL4D RC WL4D GLOB X C 18.928699 -1.425400 0.000000 \ # RC LEANTO HORZ. WL4D RC DL GLOB Y L 18.928699 -0.925500 0.000000 \ # RC LEANTO (SOA) DL RC COLL GLOB Y L 18.928699 -0.136100 0.000000 \ # RC LEANTO (SOA) COLL RC PLLR1 GLOB Y L 18.928699 -2.453400 0.000000 \ # RC LEANTO (SOA) PLLR1 RC LL GLOB Y L 18.928699 -3.369900 0.000000 \ # RC LEANTO (SOA) LL RC EQ GLOB Y L 18.928699 -0.104000 0.000000 \ # RC LEANTO (SOA) EQ RC WL1 GLOB Y L 18.928699 4.638600 0.000000 \ # RC LEANTO (SOA) WL1 RC WL2 GLOB Y L 18.928699 0.011100 0.000000 \ # RC LEANTO (SOA) WL2 RC LWL1 GLOB Y L 18.928699 4.279500 0.000000 \ # RC LEANTO (SOA) LWL1 RC LWL2 GLOB Y L 18.928699 5.539700 0.000000 \ # RC LEANTO (SOA) LWL2 RC LWL3 GLOB Y L 18.928699 -1.295000 0.000000 \ # RC LEANTO (SOA) LWL3 RC LWL4 GLOB Y L 18.928699 -0.034800 0.000000 \ # RC LEANTO (SOA) LWL4 RC WL3 GLOB Y L 18.928699 5.047500 0.000000 \ # RC LEANTO (SOA) WL3 RC WL4 GLOB Y L 18.928699 0.420100 0.000000 \ # RC LEANTO (SOA) WL4 RC MWL1 GLOB Y L 18.928699 0.959600 0.000000 \ # RC LEANTO (SOA) MWL1 RC MWL2 GLOB Y L 18.928699 0.641200 0.000000 \ # RC LEANTO (SOA) MWL2 RC WL1D GLOB Y L 18.928699 2.089700 0.000000 \ # RC LEANTO (SOA) WL1D RC WL2D GLOB Y L 18.928699 0.005400 0.000000 \ # RC LEANTO (SOA) WL2D RC LWL1D GLOB Y L 18.928699 1.927900 0.000000 \ # RC LEANTO (SOA) LWL1D RC LWL2D GLOB Y L 18.928699 2.495400 0.000000 \ # RC LEANTO (SOA) LWL2D RC LWL3D GLOB Y L 18.928699 -0.582900 0.000000 \ # RC LEANTO (SOA) LWL3D RC LWL4D GLOB Y L 18.928699 -0.015800 0.000000 \ # RC LEANTO (SOA) LWL4D RC WL3D GLOB Y L 18.928699 2.273000 0.000000 \ # RC LEANTO (SOA) WL3D RC WL4D GLOB Y L 18.928699 0.188700 0.000000 \ # RC LEANTO (SOA) WL4D ##########Nested P.F. Load######### RC RBUPLW GLOB Y C 0.833300 3.380000 -1.080000 \ #NESTED PORTAL WIND LOAD RC RBUPLW GLOB Y C 18.666700 3.380000 -1.080000 \ #NESTED PORTAL WIND LOAD RC RBUPLW GLOB L C 0.010000 3.500000 0.000000 \ #NESTED PORTAL WIND LOAD RC RBDWLW GLOB Y C 18.666700 -3.380000 -1.080000 \ #NESTED PORTAL WIND LOAD RC RBDWLW GLOB Y C 0.833300 -3.380000 -1.080000 \ #NESTED PORTAL WIND LOAD RC RBDWLW GLOB L C 0.010000 -3.500000 0.000000 \ #NESTED PORTAL WIND LOAD RC RBUPEQ GLOB Y C 0.833300 3.290000 -1.080000 \ #NESTED PORTAL EQ LOAD RC RBUPEQ GLOB Y C 18.666700 3.290000 -1.080000 \ #NESTED PORTAL EQ LOAD RC RBUPEQ GLOB L C 0.010000 3.400000 0.000000 \ #NESTED PORTAL EQ LOAD RC RBDWEQ GLOB Y C 18.666700 -3.290000 -1.080000 \ #NESTED PORTAL EQ LOAD RC RBDWEQ GLOB Y C 0.833300 -3.290000 -1.080000 \ #NESTED PORTAL EQ LOAD RC RBDWEQ GLOB L C 0.010000 -3.400000 0.000000 \ #NESTED PORTAL EQ LOAD RC DL GLOB Y C 18.666700 -1.000000 -1.080000 \ #NESTED PORTAL DEAD LOAD END Metallic Building Systems User: mmfarahani Page: F3- 2 R-Frame Design Program - Version V8.15 Job : 31650A Building Grid label legend File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : A Frame Number : 3 No. of Frames : 2 Left Column : Column @ * - E Right Column : Column @ * - B *Frames located @ 2 3 Metallic Building Systems User: mmfarahani Page: F3- 3 R-Frame Design Program - Version V8.15 Job : 31650A Code Summary Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Building :A Frame Number :3 Location: frame lines 2 3 No. of Frames: 2 2019 CALIFORNIA BUILDING CODE Main Code Requirements Per : International Building Code 2018 Edition Supporting Design Manual(s): 2016 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet)..................................... 20.000 Horizontal width from left to right steel line (feet)............... 50.000 Horizontal distance to ridge from left side (feet).................. 25.000 Roof Slope Left & Right (rise:12)................................... 4.000 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 8.000 Frame Rafter Inset left & right side (inches)....................... 8.250 Girt depth left & right side (inches)............................... 8.000 Frame Column Inset left & right side (inches)....................... 8.250 Tributary Width left side (feet).................................... 20.833 ..................................from Height 0.00 to Height 20.00 Tributary Width right side (feet)................................... 0.000 ..................................from Height 0.00 to Height 20.00 Tributary Width roof (feet)......................................... 20.833 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... 2.623 Frame Rafter Dead Weight (psf)...................................... 0.855 Total Roof Dead Weight (psf)........................................ 3.478 Collateral Load to Frame Rafter (psf)............................... 5.000 Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000 Design Roof Live Load Used (psf).................................... 12.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor Entered [Ce] .................................. 0.900 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 0.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 PATTERN LIVE LOADING(s) ----------------------- 1) Any two adjacent spans loaded with 100% of the roof load & all the remaining spans loaded with 0% (min. of 3 spans). 100% 100% 0% ================ ^ ^ ^ ^ 2) Alternate spans loaded with 100% of the roof load & all the remaining spans loaded with 0% (min. of 2 spans). 100% 0% 100% 0% 100% ========================== ^ ^ ^ ^ ^ ^ Metallic Building Systems User: mmfarahani Page: F3- 4 R-Frame Design Program - Version V8.15 Job : 31650A Wind Summary Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition Eave height Left & Right (feet)..................................... 20.000 Wind Elevation on left column (feet)................................ 20.000 Wind Elevation on right column (feet)............................... 16.000 Total frame width (feet)............................................ 50.000 Total building length (feet)........................................ 60.000 Number of primary wind loadings .................................... 18 Metallic Building Systems User: mmfarahani Page: F3- 5 R-Frame Design Program - Version V8.15 Job : 31650A Continue Wind Summary Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.340 -0.870( 50.0%) -0.650( 50.0%) -0.600 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.700 -0.510( 50.0%) -0.290( 50.0%) -0.240 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550( 62.0%) -0.870( 38.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190( 62.0%) -0.510( 38.0%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.250 0.250 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.600 -0.650( 62.0%) -0.870( 38.0%) 0.340 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.240 -0.290( 62.0%) -0.510( 38.0%) 0.700 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Metallic Building Systems User: mmfarahani Page: F3- 6 R-Frame Design Program - Version V8.15 Job : 31650A Load Combinations Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +PLLL1 +PLL1 (SOA-L) N A P 2) DL +COLL +PLLL1 +PLL1 (SOA-R) N A P 3) DL +COLL +PLL1 +PLLR1 (SOA-L) N A P 4) DL +COLL +PLL1 +PLLR1 (SOA-R) N A P 5) DL +COLL +PLLL1 +PLLR1 (SOA-L) N A P 6) DL +COLL +PLLL1 +PLLR1 (SOA-R) N A P 7) DL +COLL +PLL1 (SOA-L) N A P 8) DL +COLL +PLL1 (SOA-R) N A P 9) DL +LL +COLL (SOA-L) N A P 10) DL +LL +COLL (SOA-R) N A P 11) 1.1325DL +1.1325COLL +0.91RBDWEQ (SOA-L) N A P 12) 1.1325DL +1.1325COLL +0.91RBDWEQ (SOA-R) N A P 13) 1.1325DL +1.05EQ (SOA-L) N A P 14) 1.1325DL +1.05EQ (SOA-R) N A P 15) 1.1325DL -1.05EQ (SOA-L) N A P 16) 1.1325DL -1.05EQ (SOA-R) N A P 17) 1.1325DL +1.1325COLL +1.05EQ (SOA-L) N A P 18) 1.1325DL +1.1325COLL +1.05EQ (SOA-R) N A P 19) 1.1325DL +1.1325COLL -1.05EQ (SOA-L) N A P 20) 1.1325DL +1.1325COLL -1.05EQ (SOA-R) N A P 21) 0.4675DL +0.91RBUPEQ (SOA-L) N A P 22) 0.4675DL +0.91RBUPEQ (SOA-R) N A P 23) 0.4675DL +1.05EQ (SOA-L) N A P 24) 0.4675DL +1.05EQ (SOA-R) N A P 25) 0.4675DL -1.05EQ (SOA-L) N A P 26) 0.4675DL -1.05EQ (SOA-R) N A P 27) 0.7107DL +2.RBUPEQ (SOA-L) N C R P 28) 0.7107DL +2.RBUPEQ (SOA-R) N C R P 29) 1.3893DL +1.3893COLL +2.RBDWEQ (SOA-L) N C R P 30) 1.3893DL +1.3893COLL +2.RBDWEQ (SOA-R) N C R P 31) 0.7107DL +2.5EQ (SOA-L) N C R P 32) 0.7107DL +2.5EQ (SOA-R) N C R P 33) 0.7107DL -2.5EQ (SOA-L) N C R P 34) 0.7107DL -2.5EQ (SOA-R) N C R P 35) 1.3893DL +1.3893COLL +2.5EQ (SOA-L) N C R P 36) 1.3893DL +1.3893COLL +2.5EQ (SOA-R) N C R P 37) 1.3893DL +1.3893COLL -2.5EQ (SOA-L) N C R P 38) 1.3893DL +1.3893COLL -2.5EQ (SOA-R) N C R P 39) 0.7107DL +2.RBUPEQ (SOA-L) N B R P 40) 0.7107DL +2.RBUPEQ (SOA-R) N B R P 41) 1.3893DL +1.3893COLL +2.RBDWEQ (SOA-L) N B R P 42) 1.3893DL +1.3893COLL +2.RBDWEQ (SOA-R) N B R P 43) 0.7107DL +2.5EQ (SOA-L) N B R P 44) 0.7107DL +2.5EQ (SOA-R) N B R P 45) 0.7107DL -2.5EQ (SOA-L) N B R P 46) 0.7107DL -2.5EQ (SOA-R) N B R P 47) 1.3893DL +1.3893COLL +2.5EQ (SOA-L) N B R P 48) 1.3893DL +1.3893COLL +2.5EQ (SOA-R) N B R P 49) 1.3893DL +1.3893COLL -2.5EQ (SOA-L) N B R P 50) 1.3893DL +1.3893COLL -2.5EQ (SOA-R) N B R P Metallic Building Systems User: mmfarahani Page: F3- 7 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 0.7107DL +3.5EQ (SOA-L) N K R P 52) 0.7107DL +3.5EQ (SOA-R) N K R P 53) 0.7107DL -3.5EQ (SOA-L) N K R P 54) 0.7107DL -3.5EQ (SOA-R) N K R P 55) 1.3893DL +1.3893COLL +3.5EQ (SOA-L) N K R P 56) 1.3893DL +1.3893COLL +3.5EQ (SOA-R) N K R P 57) 1.3893DL +1.3893COLL -3.5EQ (SOA-L) N K R P 58) 1.3893DL +1.3893COLL -3.5EQ (SOA-R) N K R P 59) DL +0.6WL1 (SOA-L) N A P 60) DL +0.6WL1 (SOA-R) N A P 61) DL +0.6WL2 (SOA-L) N A P 62) DL +0.6WL2 (SOA-R) N A P 63) DL +0.6WL3 (SOA-L) N A P 64) DL +0.6WL3 (SOA-R) N A P 65) DL +0.6WL4 (SOA-L) N A P 66) DL +0.6WL4 (SOA-R) N A P 67) 0.6DL +0.6WL1 (SOA-L) N A P 68) 0.6DL +0.6WL1 (SOA-R) N A P 69) 0.6DL +0.6WL2 (SOA-L) N A P 70) 0.6DL +0.6WL2 (SOA-R) N A P 71) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 72) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 73) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 74) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 75) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 76) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 77) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 78) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 79) 0.6DL +0.6WL3 (SOA-L) N A P 80) 0.6DL +0.6WL3 (SOA-R) N A P 81) 0.6DL +0.6WL4 (SOA-L) N A P 82) 0.6DL +0.6WL4 (SOA-R) N A P 83) 0.6MWL1 N M 84) 0.6MWL2 N M 85) DL +COLL +0.6WL1 (SOA-L) N A P 86) DL +COLL +0.6WL1 (SOA-R) N A P 87) DL +COLL +0.6WL2 (SOA-L) N A P 88) DL +COLL +0.6WL2 (SOA-R) N A P 89) DL +COLL +0.6WL3 (SOA-L) N A P 90) DL +COLL +0.6WL3 (SOA-R) N A P 91) DL +COLL +0.6WL4 (SOA-L) N A P 92) DL +COLL +0.6WL4 (SOA-R) N A P 93) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 94) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 95) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 96) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 97) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-L) N A P 98) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-R) N A P 99) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-L) N A P 100) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-R) N A P Metallic Building Systems User: mmfarahani Page: F3- 8 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-L) N A P 102) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-R) N A P 103) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P 104) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-R) N A P 105) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 106) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 107) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 108) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 109) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-L) N A P 110) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-R) N A P 111) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-L) N A P 112) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-R) N A P 113) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-L) N A P 114) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-R) N A P 115) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-L) N A P 116) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-R) N A P 117) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 118) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 119) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 120) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 121) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 122) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 123) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 124) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 125) LL D 126) WL1D D 127) WL2D D 128) LWL1D D 129) LWL2D D 130) LWL3D D 131) LWL4D D 132) WL3D D 133) WL4D D 134) 1.3893DL +EQ D E 135) 1.3893DL -EQ D E 136) 0.7107DL +EQ D E 137) 0.7107DL -EQ D E 138) 1.3893DL +1.3893COLL +EQ D E 139) 1.3893DL +1.3893COLL -EQ D E Metallic Building Systems User: mmfarahani Page: F3- 9 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load COLL = Roof Collateral Load PLLL1 = Pattern Live Load Left Leanto/Canopy [PLLLxx] PLL1 = Pattern Live Load [PLLxx] PLLR1 = Pattern Live Load Right Leanto/Canopy [PLLRxx] LL = Roof Live Load RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Long. Seismic WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi LWL1 = Windward Corner Left with +GCpi RBUPLW= Upward Acting Rod Brace Load from Long. Wind LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RBDWLW= Downward Acting Rod Brace Load from Long. Wind WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Metallic Building Systems User: mmfarahani Page: F3- 10 R-Frame Design Program - Version V8.15 Job : 31650A User Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC LWL1 GLOB X C 20.000 1.0000 0.0000 0.000 2 RC LWL2 GLOB X C 20.000 1.0000 0.0000 0.000 3 RC LWL3 GLOB X C 20.000 -1.0000 0.0000 0.000 4 RC LWL4 GLOB X C 20.000 -1.0000 0.0000 0.000 5 RC EQ GLOB X C 20.000 0.5000 0.0000 0.000 6 RC DL MEMB X C 17.000 -2.0000 0.0000 0.000 7 RC EQDW GLOB M C 20.000 0.6000 0.0000 0.000 8 LC EQDW GLOB M C 20.000 0.6000 0.0000 0.000 9 LC RBUPLW GLOB Y C 0.010 4.9440 0.0000 0.917 10 LC RBUPLW GLOB L C 0.010 4.9440 0.0000 0.000 11 LC RBDWLW GLOB Y C 20.000 -4.9440 0.0000 0.917 12 LC RBUPEQ GLOB Y C 0.010 5.1760 0.0000 0.917 13 LC RBUPEQ GLOB L C 0.010 5.1760 0.0000 0.000 14 LC RBDWEQ GLOB Y C 20.000 -5.1760 0.0000 0.917 15 RC DL GLOB Y C 18.929 -0.3371 0.0000 0.000 16 RC DL GLOB X C 18.929 0.0152 0.0000 0.000 17 RC COLL GLOB Y C 18.929 -0.1039 0.0000 0.000 18 RC COLL GLOB X C 18.929 -0.0022 0.0000 0.000 19 RC PLLR1 GLOB Y C 18.929 -1.9914 0.0000 0.000 20 RC PLLR1 GLOB X C 18.929 -0.0521 0.0000 0.000 21 RC LL GLOB Y C 18.929 -2.0311 0.0000 0.000 22 RC LL GLOB X C 18.929 0.0670 0.0000 0.000 23 RC EQ GLOB Y C 18.929 0.1040 0.0000 0.000 24 RC EQ GLOB X C 18.929 0.3121 0.0000 0.000 25 RC WL1 GLOB Y C 18.929 0.7229 0.0000 0.000 26 RC WL1 GLOB X C 18.929 5.0715 0.0000 0.000 27 RC WL2 GLOB Y C 18.929 -0.0229 0.0000 0.000 28 RC WL2 GLOB X C 18.929 -0.4991 0.0000 0.000 29 RC LWL1 GLOB Y C 18.929 0.5135 0.0000 0.000 30 RC LWL1 GLOB X C 18.929 4.9899 0.0000 0.000 31 RC LWL2 GLOB Y C 18.929 1.0744 0.0000 0.000 32 RC LWL2 GLOB X C 18.929 5.5785 0.0000 0.000 33 RC LWL3 GLOB Y C 18.929 -0.1732 0.0000 0.000 34 RC LWL3 GLOB X C 18.929 -0.7580 0.0000 0.000 35 RC LWL4 GLOB Y C 18.929 0.3877 0.0000 0.000 36 RC LWL4 GLOB X C 18.929 -0.1694 0.0000 0.000 37 RC WL3 GLOB Y C 18.929 2.1316 0.0000 0.000 38 RC WL3 GLOB X C 18.929 2.4068 0.0000 0.000 39 RC WL4 GLOB Y C 18.929 1.3858 0.0000 0.000 40 RC WL4 GLOB X C 18.929 -3.1637 0.0000 0.000 41 RC MWL1 GLOB Y C 18.929 -0.5806 0.0000 0.000 42 RC MWL1 GLOB X C 18.929 2.0207 0.0000 0.000 43 RC MWL2 GLOB Y C 18.929 0.4808 0.0000 0.000 44 RC MWL2 GLOB X C 18.929 -1.7213 0.0000 0.000 45 RC WL1D GLOB Y C 18.929 0.3255 0.0000 0.000 46 RC WL1D GLOB X C 18.929 2.2846 0.0000 0.000 47 RC WL2D GLOB Y C 18.929 -0.0104 0.0000 0.000 48 RC WL2D GLOB X C 18.929 -0.2246 0.0000 0.000 49 RC LWL1D GLOB Y C 18.929 0.2313 0.0000 0.000 50 RC LWL1D GLOB X C 18.929 2.2475 0.0000 0.000 51 RC LWL2D GLOB Y C 18.929 0.4839 0.0000 0.000 52 RC LWL2D GLOB X C 18.929 2.5129 0.0000 0.000 53 RC LWL3D GLOB Y C 18.929 -0.0781 0.0000 0.000 54 RC LWL3D GLOB X C 18.929 -0.3412 0.0000 0.000 55 RC LWL4D GLOB Y C 18.929 0.1748 0.0000 0.000 56 RC LWL4D GLOB X C 18.929 -0.0768 0.0000 0.000 57 RC WL3D GLOB Y C 18.929 0.9603 0.0000 0.000 58 RC WL3D GLOB X C 18.929 1.0837 0.0000 0.000 59 RC WL4D GLOB Y C 18.929 0.6244 0.0000 0.000 60 RC WL4D GLOB X C 18.929 -1.4254 0.0000 0.000 61 RC DL GLOB Y L 18.929 -0.9255 0.0000 0.000 62 RC COLL GLOB Y L 18.929 -0.1361 0.0000 0.000 63 RC PLLR1 GLOB Y L 18.929 -2.4534 0.0000 0.000 64 RC LL GLOB Y L 18.929 -3.3699 0.0000 0.000 65 RC EQ GLOB Y L 18.929 -0.1040 0.0000 0.000 66 RC WL1 GLOB Y L 18.929 4.6386 0.0000 0.000 67 RC WL2 GLOB Y L 18.929 0.0111 0.0000 0.000 68 RC LWL1 GLOB Y L 18.929 4.2795 0.0000 0.000 69 RC LWL2 GLOB Y L 18.929 5.5397 0.0000 0.000 70 RC LWL3 GLOB Y L 18.929 -1.2950 0.0000 0.000 71 RC LWL4 GLOB Y L 18.929 -0.0348 0.0000 0.000 72 RC WL3 GLOB Y L 18.929 5.0475 0.0000 0.000 73 RC WL4 GLOB Y L 18.929 0.4201 0.0000 0.000 74 RC MWL1 GLOB Y L 18.929 0.9596 0.0000 0.000 75 RC MWL2 GLOB Y L 18.929 0.6412 0.0000 0.000 76 RC WL1D GLOB Y L 18.929 2.0897 0.0000 0.000 77 RC WL2D GLOB Y L 18.929 0.0054 0.0000 0.000 78 RC LWL1D GLOB Y L 18.929 1.9279 0.0000 0.000 79 RC LWL2D GLOB Y L 18.929 2.4954 0.0000 0.000 80 RC LWL3D GLOB Y L 18.929 -0.5829 0.0000 0.000 81 RC LWL4D GLOB Y L 18.929 -0.0158 0.0000 0.000 82 RC WL3D GLOB Y L 18.929 2.2730 0.0000 0.000 83 RC WL4D GLOB Y L 18.929 0.1887 0.0000 0.000 84 RC RBUPLW GLOB Y C 0.833 3.3800 0.0000 -1.080 85 RC RBUPLW GLOB Y C 18.667 3.3800 0.0000 -1.080 86 RC RBUPLW GLOB L C 0.010 3.5000 0.0000 0.000 87 RC RBDWLW GLOB Y C 18.667 -3.3800 0.0000 -1.080 88 RC RBDWLW GLOB Y C 0.833 -3.3800 0.0000 -1.080 89 RC RBDWLW GLOB L C 0.010 -3.5000 0.0000 0.000 90 RC RBUPEQ GLOB Y C 0.833 3.2900 0.0000 -1.080 91 RC RBUPEQ GLOB Y C 18.667 3.2900 0.0000 -1.080 92 RC RBUPEQ GLOB L C 0.010 3.4000 0.0000 0.000 93 RC RBDWEQ GLOB Y C 18.667 -3.2900 0.0000 -1.080 94 RC RBDWEQ GLOB Y C 0.833 -3.2900 0.0000 -1.080 95 RC RBDWEQ GLOB L C 0.010 -3.4000 0.0000 0.000 96 RC DL GLOB Y C 18.667 -1.0000 0.0000 -1.080 Metallic Building Systems User: mmfarahani Page: F3- 11 R-Frame Design Program - Version V8.15 Job : 31650A Canopy Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Left Side Canopy Data --------------------- Canopy #1 : At Eave Canopy w/ Flush purlin Width (horizontal projection from steel line) (feet)...... 2.0000 Length (used for drifting snow only) (feet)............... 64.0000 Canopy bay size (feet).................................... 19.8330 Roof height at the wall(feet)............................. 20.0000 Roof height at the free end (feet)........................ 19.3333 Roof slope (rise:12)...................................... 4.0000 Purlin depth (inches) .................................... 8.0000 Minimum cap plate width (inches) ......................... 5.0000 Minimum cap plate thickness (inches)...................... 0.3750 Canopy beam flange thickness (inches)..................... 0.2050 Canopy beam vertical web height at the steel line (inches) 7.4800 Connection plate thickness (inches)....................... 0.0000 Canopy Design Loads ------------------- Snow Thermal Factor [Ct] -- Unheated Canopy 1.2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1.0000 Total Canopy Dead Load (psf).............................. 4.5080 Canopy Collateral Load (psf).............................. 0.0000 Canopy Live Load Entered (psf)............................ 20.0000 Canopy Live Load Used (psf)............................... 20.0000 Design Snow Load Used (psf)............................... 0.0000 Unbalanced Snow Load Used (psf)........................... 0.0000 Canopy wind elevation (feet).............................. 19.6667 Number of wind arrays .................................... 18 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff. Design Load Array (psf) WL1 -1.390 -27.99 WL2 -1.390 -27.99 LWL1 -0.690 -13.89 LWL2 -0.370 -7.45 LWL3 -0.330 -6.65 LWL4 -0.010 -0.20 MWL1 -1.390 -27.99 MWL2 -0.470 -9.46 WL3 -0.470 -9.46 WL4 -0.470 -9.46 WL1D -1.390 -12.61 WL2D -1.390 -12.61 LWL1D -0.690 -6.26 LWL2D -0.370 -3.36 LWL3D -0.330 -2.99 LWL4D -0.010 -0.09 WL3D -0.470 -4.26 WL4D -0.470 -4.26 * CANOPY LOADS GENERATED ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 97 LC DL GLOB Y C 19.50 -0.179 -1.00 CANOPY LOAD 98 LC LL GLOB Y C 19.50 -0.793 -1.00 CANOPY LOAD 99 LC RS GLOB Y C 19.50 0.000 -1.00 CANOPY LOAD 100 LC LS GLOB Y C 19.50 0.000 -1.00 CANOPY LOAD 101 LC WL1 GLOB Y C 19.50 1.110 -1.00 CANOPY LOAD 102 LC WL1 GLOB X C 19.50 -0.370 0.00 CANOPY LOAD 103 LC WL2 GLOB Y C 19.50 1.110 -1.00 CANOPY LOAD 104 LC WL2 GLOB X C 19.50 -0.370 0.00 CANOPY LOAD 105 LC LWL1 GLOB Y C 19.50 0.551 -1.00 CANOPY LOAD 106 LC LWL1 GLOB X C 19.50 -0.184 0.00 CANOPY LOAD 107 LC LWL2 GLOB Y C 19.50 0.296 -1.00 CANOPY LOAD 108 LC LWL2 GLOB X C 19.50 -0.099 0.00 CANOPY LOAD 109 LC LWL3 GLOB Y C 19.50 0.264 -1.00 CANOPY LOAD 110 LC LWL3 GLOB X C 19.50 -0.088 0.00 CANOPY LOAD 111 LC LWL4 GLOB Y C 19.50 0.008 -1.00 CANOPY LOAD 112 LC LWL4 GLOB X C 19.50 -0.003 0.00 CANOPY LOAD 113 LC MWL1 GLOB Y C 19.50 1.110 -1.00 CANOPY LOAD 114 LC MWL1 GLOB X C 19.50 -0.370 0.00 CANOPY LOAD 115 LC MWL2 GLOB Y C 19.50 0.375 -1.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F3- 12 R-Frame Design Program - Version V8.15 Job : 31650A Continued Canopy Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- * CANOPY LOADS GENERATED (continued) ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 116 LC MWL2 GLOB X C 19.50 -0.125 0.00 CANOPY LOAD 117 LC WL3 GLOB Y C 19.50 0.375 -1.00 CANOPY LOAD 118 LC WL3 GLOB X C 19.50 -0.125 0.00 CANOPY LOAD 119 LC WL4 GLOB Y C 19.50 0.375 -1.00 CANOPY LOAD 120 LC WL4 GLOB X C 19.50 -0.125 0.00 CANOPY LOAD 121 LC WL1D GLOB Y C 19.50 0.500 -1.00 CANOPY LOAD 122 LC WL1D GLOB X C 19.50 -0.167 0.00 CANOPY LOAD 123 LC WL2D GLOB Y C 19.50 0.500 -1.00 CANOPY LOAD 124 LC WL2D GLOB X C 19.50 -0.167 0.00 CANOPY LOAD 125 LC LWL1D GLOB Y C 19.50 0.248 -1.00 CANOPY LOAD 126 LC LWL1D GLOB X C 19.50 -0.083 0.00 CANOPY LOAD 127 LC LWL2D GLOB Y C 19.50 0.133 -1.00 CANOPY LOAD 128 LC LWL2D GLOB X C 19.50 -0.044 0.00 CANOPY LOAD 129 LC LWL3D GLOB Y C 19.50 0.119 -1.00 CANOPY LOAD 130 LC LWL3D GLOB X C 19.50 -0.040 0.00 CANOPY LOAD 131 LC LWL4D GLOB Y C 19.50 0.004 -1.00 CANOPY LOAD 132 LC LWL4D GLOB X C 19.50 -0.001 0.00 CANOPY LOAD 133 LC WL3D GLOB Y C 19.50 0.169 -1.00 CANOPY LOAD 134 LC WL3D GLOB X C 19.50 -0.056 0.00 CANOPY LOAD 135 LC WL4D GLOB Y C 19.50 0.169 -1.00 CANOPY LOAD 136 LC WL4D GLOB X C 19.50 -0.056 0.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F3- 13 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC LWL1 GLOB X C 20.000 1.0000 N/A 0.000 2 RC LWL2 GLOB X C 20.000 1.0000 N/A 0.000 3 RC LWL3 GLOB X C 20.000 -1.0000 N/A 0.000 4 RC LWL4 GLOB X C 20.000 -1.0000 N/A 0.000 5 RC EQ GLOB X C 20.000 0.5000 N/A 0.000 6 RC DL MEMB X C 17.000 -2.0000 N/A 0.000 7 RC EQDW GLOB M C 20.000 0.6000 N/A 0.000 8 LC EQDW GLOB M C 20.000 0.6000 N/A 0.000 9 LC RBUPLW GLOB Y C 0.010 4.9440 N/A 0.917 10 LC RBUPLW GLOB L C 0.010 4.9440 N/A 0.000 11 LC RBDWLW GLOB Y C 20.000 -4.9440 N/A 0.917 12 LC RBUPEQ GLOB Y C 0.010 5.1760 N/A 0.917 13 LC RBUPEQ GLOB L C 0.010 5.1760 N/A 0.000 14 LC RBDWEQ GLOB Y C 20.000 -5.1760 N/A 0.917 15 RC DL GLOB Y C 18.929 -0.3371 N/A 0.000 16 RC DL GLOB X C 18.929 0.0152 N/A 0.000 17 RC COLL GLOB Y C 18.929 -0.1039 N/A 0.000 18 RC COLL GLOB X C 18.929 -0.0022 N/A 0.000 19 RC PLLR1 GLOB Y C 18.929 -1.9914 N/A 0.000 20 RC PLLR1 GLOB X C 18.929 -0.0521 N/A 0.000 21 RC LL GLOB Y C 18.929 -2.0311 N/A 0.000 22 RC LL GLOB X C 18.929 0.0670 N/A 0.000 23 RC EQ GLOB Y C 18.929 0.1040 N/A 0.000 24 RC EQ GLOB X C 18.929 0.3121 N/A 0.000 25 RC WL1 GLOB Y C 18.929 0.7229 N/A 0.000 26 RC WL1 GLOB X C 18.929 5.0715 N/A 0.000 27 RC WL2 GLOB Y C 18.929 -0.0229 N/A 0.000 28 RC WL2 GLOB X C 18.929 -0.4991 N/A 0.000 29 RC LWL1 GLOB Y C 18.929 0.5135 N/A 0.000 30 RC LWL1 GLOB X C 18.929 4.9899 N/A 0.000 31 RC LWL2 GLOB Y C 18.929 1.0744 N/A 0.000 32 RC LWL2 GLOB X C 18.929 5.5785 N/A 0.000 33 RC LWL3 GLOB Y C 18.929 -0.1732 N/A 0.000 34 RC LWL3 GLOB X C 18.929 -0.7580 N/A 0.000 35 RC LWL4 GLOB Y C 18.929 0.3877 N/A 0.000 36 RC LWL4 GLOB X C 18.929 -0.1694 N/A 0.000 37 RC WL3 GLOB Y C 18.929 2.1316 N/A 0.000 38 RC WL3 GLOB X C 18.929 2.4068 N/A 0.000 39 RC WL4 GLOB Y C 18.929 1.3858 N/A 0.000 40 RC WL4 GLOB X C 18.929 -3.1637 N/A 0.000 41 RC MWL1 GLOB Y C 18.929 -0.5806 N/A 0.000 42 RC MWL1 GLOB X C 18.929 2.0207 N/A 0.000 43 RC MWL2 GLOB Y C 18.929 0.4808 N/A 0.000 44 RC MWL2 GLOB X C 18.929 -1.7213 N/A 0.000 45 RC WL1D GLOB Y C 18.929 0.3255 N/A 0.000 46 RC WL1D GLOB X C 18.929 2.2846 N/A 0.000 47 RC WL2D GLOB Y C 18.929 -0.0104 N/A 0.000 48 RC WL2D GLOB X C 18.929 -0.2246 N/A 0.000 49 RC LWL1D GLOB Y C 18.929 0.2313 N/A 0.000 50 RC LWL1D GLOB X C 18.929 2.2475 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F3- 14 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 51 RC LWL2D GLOB Y C 18.929 0.4839 N/A 0.000 52 RC LWL2D GLOB X C 18.929 2.5129 N/A 0.000 53 RC LWL3D GLOB Y C 18.929 -0.0781 N/A 0.000 54 RC LWL3D GLOB X C 18.929 -0.3412 N/A 0.000 55 RC LWL4D GLOB Y C 18.929 0.1748 N/A 0.000 56 RC LWL4D GLOB X C 18.929 -0.0768 N/A 0.000 57 RC WL3D GLOB Y C 18.929 0.9603 N/A 0.000 58 RC WL3D GLOB X C 18.929 1.0837 N/A 0.000 59 RC WL4D GLOB Y C 18.929 0.6244 N/A 0.000 60 RC WL4D GLOB X C 18.929 -1.4254 N/A 0.000 61 RC DL GLOB Y L 18.929 -0.9255 N/A 0.000 62 RC COLL GLOB Y L 18.929 -0.1361 N/A 0.000 63 RC PLLR1 GLOB Y L 18.929 -2.4534 N/A 0.000 64 RC LL GLOB Y L 18.929 -3.3699 N/A 0.000 65 RC EQ GLOB Y L 18.929 -0.1040 N/A 0.000 66 RC WL1 GLOB Y L 18.929 4.6386 N/A 0.000 67 RC WL2 GLOB Y L 18.929 0.0111 N/A 0.000 68 RC LWL1 GLOB Y L 18.929 4.2795 N/A 0.000 69 RC LWL2 GLOB Y L 18.929 5.5397 N/A 0.000 70 RC LWL3 GLOB Y L 18.929 -1.2950 N/A 0.000 71 RC LWL4 GLOB Y L 18.929 -0.0348 N/A 0.000 72 RC WL3 GLOB Y L 18.929 5.0475 N/A 0.000 73 RC WL4 GLOB Y L 18.929 0.4201 N/A 0.000 74 RC MWL1 GLOB Y L 18.929 0.9596 N/A 0.000 75 RC MWL2 GLOB Y L 18.929 0.6412 N/A 0.000 76 RC WL1D GLOB Y L 18.929 2.0897 N/A 0.000 77 RC WL2D GLOB Y L 18.929 0.0054 N/A 0.000 78 RC LWL1D GLOB Y L 18.929 1.9279 N/A 0.000 79 RC LWL2D GLOB Y L 18.929 2.4954 N/A 0.000 80 RC LWL3D GLOB Y L 18.929 -0.5829 N/A 0.000 81 RC LWL4D GLOB Y L 18.929 -0.0158 N/A 0.000 82 RC WL3D GLOB Y L 18.929 2.2730 N/A 0.000 83 RC WL4D GLOB Y L 18.929 0.1887 N/A 0.000 84 RC RBUPLW GLOB Y C 0.833 3.3800 N/A -1.080 85 RC RBUPLW GLOB Y C 18.667 3.3800 N/A -1.080 86 RC RBUPLW GLOB L C 0.010 3.5000 N/A 0.000 87 RC RBDWLW GLOB Y C 18.667 -3.3800 N/A -1.080 88 RC RBDWLW GLOB Y C 0.833 -3.3800 N/A -1.080 89 RC RBDWLW GLOB L C 0.010 -3.5000 N/A 0.000 90 RC RBUPEQ GLOB Y C 0.833 3.2900 N/A -1.080 91 RC RBUPEQ GLOB Y C 18.667 3.2900 N/A -1.080 92 RC RBUPEQ GLOB L C 0.010 3.4000 N/A 0.000 93 RC RBDWEQ GLOB Y C 18.667 -3.2900 N/A -1.080 94 RC RBDWEQ GLOB Y C 0.833 -3.2900 N/A -1.080 95 RC RBDWEQ GLOB L C 0.010 -3.4000 N/A 0.000 96 RC DL GLOB Y C 18.667 -1.0000 N/A -1.080 97 LC DL GLOB Y C 19.504 -0.1790 N/A -1.000 98 LC LL GLOB Y C 19.504 -0.7930 N/A -1.000 99 LC RS GLOB Y C 19.504 0.0000 N/A -1.000 100 LC LS GLOB Y C 19.504 0.0000 N/A -1.000 Metallic Building Systems User: mmfarahani Page: F3- 15 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 101 LC WL1 GLOB Y C 19.504 1.1100 N/A -1.000 102 LC WL1 GLOB X C 19.504 -0.3700 N/A 0.000 103 LC WL2 GLOB Y C 19.504 1.1100 N/A -1.000 104 LC WL2 GLOB X C 19.504 -0.3700 N/A 0.000 105 LC LWL1 GLOB Y C 19.504 0.5510 N/A -1.000 106 LC LWL1 GLOB X C 19.504 -0.1840 N/A 0.000 107 LC LWL2 GLOB Y C 19.504 0.2960 N/A -1.000 108 LC LWL2 GLOB X C 19.504 -0.0990 N/A 0.000 109 LC LWL3 GLOB Y C 19.504 0.2640 N/A -1.000 110 LC LWL3 GLOB X C 19.504 -0.0880 N/A 0.000 111 LC LWL4 GLOB Y C 19.504 0.0080 N/A -1.000 112 LC LWL4 GLOB X C 19.504 -0.0030 N/A 0.000 113 LC MWL1 GLOB Y C 19.504 1.1100 N/A -1.000 114 LC MWL1 GLOB X C 19.504 -0.3700 N/A 0.000 115 LC MWL2 GLOB Y C 19.504 0.3750 N/A -1.000 116 LC MWL2 GLOB X C 19.504 -0.1250 N/A 0.000 117 LC WL3 GLOB Y C 19.504 0.3750 N/A -1.000 118 LC WL3 GLOB X C 19.504 -0.1250 N/A 0.000 119 LC WL4 GLOB Y C 19.504 0.3750 N/A -1.000 120 LC WL4 GLOB X C 19.504 -0.1250 N/A 0.000 121 LC WL1D GLOB Y C 19.504 0.5000 N/A -1.000 122 LC WL1D GLOB X C 19.504 -0.1670 N/A 0.000 123 LC WL2D GLOB Y C 19.504 0.5000 N/A -1.000 124 LC WL2D GLOB X C 19.504 -0.1670 N/A 0.000 125 LC LWL1D GLOB Y C 19.504 0.2480 N/A -1.000 126 LC LWL1D GLOB X C 19.504 -0.0830 N/A 0.000 127 LC LWL2D GLOB Y C 19.504 0.1330 N/A -1.000 128 LC LWL2D GLOB X C 19.504 -0.0440 N/A 0.000 129 LC LWL3D GLOB Y C 19.504 0.1190 N/A -1.000 130 LC LWL3D GLOB X C 19.504 -0.0400 N/A 0.000 131 LC LWL4D GLOB Y C 19.504 0.0040 N/A -1.000 132 LC LWL4D GLOB X C 19.504 -0.0010 N/A 0.000 133 LC WL3D GLOB Y C 19.504 0.1690 N/A -1.000 134 LC WL3D GLOB X C 19.504 -0.0560 N/A 0.000 135 LC WL4D GLOB Y C 19.504 0.1690 N/A -1.000 136 LC WL4D GLOB X C 19.504 -0.0560 N/A 0.000 137 LR DL XREF Y U 0.000 -0.0546 N/A 0.000 138 RR DL XREF Y U 0.000 -0.0546 N/A 0.000 139 LC SW GLOB Y U 0.000 -0.0208 N/A 0.000 140 LR SW GLOB Y U 0.000 -0.0178 N/A 0.000 141 RC SW GLOB Y U 0.000 -0.0259 N/A 0.000 142 RR SW GLOB Y U 0.000 -0.0178 N/A 0.000 143 LR LL XREF Y U 0.000 -0.2500 N/A 0.000 144 RR LL XREF Y U 0.000 -0.2500 N/A 0.000 145 LC PLLL1 GLOB Y C 19.504 -0.7933 N/A -1.125 146 LC PLLL1 GLOB Z M 19.504 0.7933 N/A 0.000 147 LR PLL1 XREF Y U 0.000 -0.2500 N/A 25.000 148 RR PLL1 XREF Y U 0.000 -0.2500 N/A 25.000 149 LR COLL XREF Y U 0.000 -0.1042 N/A 0.000 150 RR COLL XREF Y U 0.000 -0.1042 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F3- 16 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 151 LC WL1 MEMB Y U 0.000 -0.1426 N/A 0.000 152 RC WL1 MEMB Y U 0.000 0.0000 N/A 0.000 153 LR WL1 MEMB Y U 0.000 0.3650 N/A 0.000 154 RR WL1 MEMB Y U 0.000 0.2727 N/A 0.000 155 LC WL2 MEMB Y U 0.000 -0.2937 N/A 0.000 156 RC WL2 MEMB Y U 0.000 0.0000 N/A 0.000 157 LR WL2 MEMB Y U 0.000 0.2140 N/A 0.000 158 RR WL2 MEMB Y U 0.000 0.1217 N/A 0.000 159 LC LWL1 MEMB Y U 0.000 0.2643 N/A 0.000 160 RC LWL1 MEMB Y U 0.000 0.0000 N/A 0.000 161 LR LWL1 MEMB Y U 0.000 0.3650 N/A 0.000 162 RR LWL1 MEMB Y U 0.000 0.2307 N/A 0.000 163 LC LWL2 MEMB Y U 0.000 0.2643 N/A 0.000 164 RC LWL2 MEMB Y U 0.000 0.0000 N/A 0.000 165 LR LWL2 MEMB Y U 0.000 0.2307 N/A 0.000 166 RR LWL2 MEMB Y U 0.000 0.3650 N/A 0.000 167 RR LWL2 MEMB Y U 18.199 -0.1342 N/A 0.000 168 LC LWL3 MEMB Y U 0.000 0.1133 N/A 0.000 169 RC LWL3 MEMB Y U 0.000 0.0000 N/A 0.000 170 LR LWL3 MEMB Y U 0.000 0.2140 N/A 0.000 171 RR LWL3 MEMB Y U 0.000 0.0797 N/A 0.000 172 LC LWL4 MEMB Y U 0.000 0.1133 N/A 0.000 173 RC LWL4 MEMB Y U 0.000 0.0000 N/A 0.000 174 LR LWL4 MEMB Y U 0.000 0.0797 N/A 0.000 175 RR LWL4 MEMB Y U 0.000 0.2140 N/A 0.000 176 RR LWL4 MEMB Y U 18.199 -0.1342 N/A 0.000 177 LC MWL1 MEMB Y U 0.000 -0.1667 N/A 0.000 178 RC MWL1 MEMB Y U 0.000 0.0000 N/A 0.000 179 LR MWL1 GLOB X U 0.000 0.0264 N/A 26.352 180 RR MWL1 GLOB X U 0.000 0.0264 N/A 26.352 181 LC MWL2 MEMB Y U 0.000 0.1667 N/A 0.000 182 RC MWL2 MEMB Y U 0.000 0.0000 N/A 0.000 183 LR MWL2 GLOB X U 0.000 -0.0264 N/A 26.352 184 RR MWL2 GLOB X U 0.000 -0.0264 N/A 26.352 185 LC WL3 MEMB Y U 0.000 0.2517 N/A 0.000 186 RC WL3 MEMB Y U 0.000 0.0000 N/A 0.000 187 LR WL3 MEMB Y U 0.000 0.2727 N/A 0.000 188 RR WL3 MEMB Y U 0.000 0.3650 N/A 0.000 189 RR WL3 MEMB Y U 18.199 -0.0923 N/A 0.000 190 LC WL4 MEMB Y U 0.000 0.1007 N/A 0.000 191 RC WL4 MEMB Y U 0.000 0.0000 N/A 0.000 192 LR WL4 MEMB Y U 0.000 0.1217 N/A 0.000 193 RR WL4 MEMB Y U 0.000 0.2140 N/A 0.000 194 RR WL4 MEMB Y U 18.199 -0.0923 N/A 0.000 195 LC WL1D MEMB Y U 0.000 -0.0643 N/A 0.000 196 RC WL1D MEMB Y U 0.000 0.0000 N/A 0.000 197 LR WL1D MEMB Y U 0.000 0.1644 N/A 0.000 198 RR WL1D MEMB Y U 0.000 0.1228 N/A 0.000 199 LC WL2D MEMB Y U 0.000 -0.1323 N/A 0.000 200 RC WL2D MEMB Y U 0.000 0.0000 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F3- 17 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 201 LR WL2D MEMB Y U 0.000 0.0964 N/A 0.000 202 RR WL2D MEMB Y U 0.000 0.0548 N/A 0.000 203 LC LWL1D MEMB Y U 0.000 0.1191 N/A 0.000 204 RC LWL1D MEMB Y U 0.000 0.0000 N/A 0.000 205 LR LWL1D MEMB Y U 0.000 0.1644 N/A 0.000 206 RR LWL1D MEMB Y U 0.000 0.1039 N/A 0.000 207 LC LWL2D MEMB Y U 0.000 0.1191 N/A 0.000 208 RC LWL2D MEMB Y U 0.000 0.0000 N/A 0.000 209 LR LWL2D MEMB Y U 0.000 0.1039 N/A 0.000 210 RR LWL2D MEMB Y U 0.000 0.1644 N/A 0.000 211 RR LWL2D MEMB Y U 18.199 -0.0605 N/A 0.000 212 LC LWL3D MEMB Y U 0.000 0.0510 N/A 0.000 213 RC LWL3D MEMB Y U 0.000 0.0000 N/A 0.000 214 LR LWL3D MEMB Y U 0.000 0.0964 N/A 0.000 215 RR LWL3D MEMB Y U 0.000 0.0359 N/A 0.000 216 LC LWL4D MEMB Y U 0.000 0.0510 N/A 0.000 217 RC LWL4D MEMB Y U 0.000 0.0000 N/A 0.000 218 LR LWL4D MEMB Y U 0.000 0.0359 N/A 0.000 219 RR LWL4D MEMB Y U 0.000 0.0964 N/A 0.000 220 RR LWL4D MEMB Y U 18.199 -0.0605 N/A 0.000 221 LC WL3D MEMB Y U 0.000 0.1134 N/A 0.000 222 RC WL3D MEMB Y U 0.000 0.0000 N/A 0.000 223 LR WL3D MEMB Y U 0.000 0.1228 N/A 0.000 224 RR WL3D MEMB Y U 0.000 0.1644 N/A 0.000 225 RR WL3D MEMB Y U 18.199 -0.0416 N/A 0.000 226 LC WL4D MEMB Y U 0.000 0.0454 N/A 0.000 227 RC WL4D MEMB Y U 0.000 0.0000 N/A 0.000 228 LR WL4D MEMB Y U 0.000 0.0548 N/A 0.000 229 RR WL4D MEMB Y U 0.000 0.0964 N/A 0.000 230 RR WL4D MEMB Y U 18.199 -0.0416 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F3- 18 R-Frame Design Program - Version V8.15 Job : 31650A Web Panel Lengths File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Member Panel Lengths (Feet) ------ ----------------------------------------------------------------------- LC 17.86 LR 24.20 RC 17.86 RR 24.20 Metallic Building Systems User: mmfarahani Page: F3- 19 R-Frame Design Program - Version V8.15 Job : 31650A Seismic Summary Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Seismic Force Resisting System Per : ASCE 7 Standard 2016 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 118.3000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 42.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Design Category ............................................ D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.2000 Seismic Site Coefficient [Fv] ...................................... 1.8750 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.4196 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7969 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.9464 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.5312 Sds and Sd1 values .......................................... Code-calculated Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 24.1667 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3579 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.5000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.0000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2704 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 5.178 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.008 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 8.801 Wall Weight = 0.000 Collateral Load = 5.312 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 14.113 kips User Mass Load (1) = 1.200 ------------------------------------- Total User Mass = 1.200 kips Total Roof Weight = 14.113 Total User Mass = 1.200 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 15.313 kips X X Seismic Coeff. = 0.2704 ------------------------------------- BASE SHEAR = 4.1407 kips Seismic Load for Roof at col # 1 = 1.4218 kips Seismic Load for Roof at col # 2 = 2.4317 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 3.8536 kips Seismic Ld for Mass # 1 @ col # 1 = 0.1436 kips Seismic Ld for Mass # 1 @ col # 2 = 0.1436 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.2872 kips Metallic Building Systems User: mmfarahani Page: F3- 20 R-Frame Design Program - Version V8.15 Job : 31650A Continued Seismic Load Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 231 LC EQ YREF X C 18.664 1.4218 N/A 0.000 232 LC EQ YREF X C 20.000 0.1436 N/A 0.000 233 RC EQ YREF X C 18.664 2.4317 N/A 0.000 234 RC EQ YREF X C 20.000 0.1436 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F3- 21 R-Frame Design Program - Version V8.15 Job : 31650A Forces and Allowable Stresses Summary File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Left Column Analysis Length = 18.67 ft Kx = 1.00 Weight = 389. lbs Effective Ix = 415.0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 10.000 17.840 5.00x 0.2500 0.1560 5.00x 0.2500 3.74 55.0 2 7.86 17.840 24.000 5.00x 0.2500 0.2500 5.00x 0.2500 3.74 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 110 -7.6 -41.2 -4.4 15.2 38.0 29.5 10.1 0.11 0.48 0.60 0.60 19 208 -7.4 -73.7 -4.4 11.7 40.8 32.4 12.0 0.04 0.44 0.55 0.55 19 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 24.71 ft Kx = 1.00 Weight = 443. lbs Effective Ix = 297.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 4.20 26.000 22.448 5.00x 0.2500 0.1560 5.00x 0.2500 -4.03 55.0 4 10.00 22.448 14.000 5.00x 0.2500 0.1560 5.00x 0.2500 -4.03 55.0 5 10.00 14.000 14.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -4.5 -72.1 5.5 15.5 39.1 29.5 7.0 0.14 0.48 0.62 0.62 19 403 -4.1 -41.6 4.4 8.4 38.4 25.6 8.9 0.11 0.41 0.59 0.59 19 501 -0.8 24.9 -0.6 20.3 34.9 37.4 12.9 0.02 0.39 0.36 0.39 18 -------------------------------------------------------------------------------- Right Column Analysis Length = 18.67 ft Kx = 1.00 Weight = 484. lbs Effective Ix = 574.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 10.00 10.000 17.840 8.00x 0.2500 0.1560 8.00x 0.2500 3.74 55.0 7 7.86 17.840 24.000 8.00x 0.2500 0.2500 8.00x 0.2500 3.74 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 612 -11.2 -45.4 -4.9 9.6 36.6 22.8 10.1 0.11 0.43 0.64 0.64 18 707 -11.0 -73.8 -4.9 7.4 38.7 20.3 12.7 0.04 0.42 0.73 0.73 18 -------------------------------------------------------------------------------- Metallic Building Systems User: mmfarahani Page: F3- 22 R-Frame Design Program - Version V8.15 Job : 31650A Forces and Allowable Stresses Summary File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 24.71 ft Kx = 1.00 Weight = 443. lbs Effective Ix = 297.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 8 4.20 26.000 22.448 5.00x 0.2500 0.1560 5.00x 0.2500 -4.03 55.0 9 10.00 22.448 14.000 5.00x 0.2500 0.1560 5.00x 0.2500 -4.03 55.0 10 10.00 14.000 14.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 801 -3.0 -80.9 6.0 15.5 39.1 29.5 7.0 0.15 0.52 0.69 0.69 18 903 -2.7 -46.9 4.9 8.4 38.4 25.7 8.9 0.12 0.44 0.64 0.64 18 1001 -2.3 25.9 -1.1 20.3 34.9 37.4 12.9 0.04 0.41 0.38 0.41 19 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 1760. lbs Metallic Building Systems User: mmfarahani Page: F3- 23 R-Frame Design Program - Version V8.15 Job : 31650A Anchor Rod and Base Plate Design File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ====================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. F1554, Gr. 36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.5000 Plate Size : 6.0000 x 10.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 7.336 38.436 72 0.19 Rod Shear 10.365 0.000 34.592 39 0.30 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 3.738 1 0.20 Outer Flg 0.25000 5.000 27.842 8.214 40 0.30 Web Plate 0.18750 10.000 41.763 8.466 49 0.20 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ======================================================= Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. F1554, Gr. 36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.5000 Plate Size : 8.0000 x 10.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 9.130 57.653 39 0.16 Rod Shear 9.651 0.000 34.592 48 0.28 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 8.000 44.548 9.083 42 0.20 Outer Flg 0.25000 8.000 44.548 6.066 39 0.14 Web Plate 0.18750 10.000 41.763 9.651 48 0.23 Metallic Building Systems User: mmfarahani Page: F3- 24 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.3750 in. O.S. - 5.00 x 0.2500 in. I.S. - 4.75 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 27.043 in. Web Depth - 27.043 in. Web Thickness 0.250 in. Web Thickness 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.562 in. Pf top (out) - 2.194 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.552 in. Rise top (out) - 0.552 in. XTO top (out) - 2.312 in. XTO top (out) - 2.312 in. Pf top (ins) - 2.542 in. Pf top (ins) - 3.042 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.552 in. Rise top (ins) - 0.552 in. XTI top (ins) - 2.792 in. XTI top (ins) - 2.792 in. Pf bot (out) - 1.770 in. Pf bot (out) - 2.059 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.683 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.480 in. Pf bot (ins) - 2.170 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.683 in. XBI bot (ins) - 2.480 in. XBI bot (ins) - 2.480 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 71.6 degrees Angle top -108.4 degrees Angle bot - 90.0 degrees Angle bot - 67.6 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 57) 1.3893DL +1.3893COLL -3.5 -186.42 -4.27 12.89 -186.42 -4.27 12.89 52) 0.7107DL +3.5EQ (SOA-R) 137.23 2.35 -6.01 137.23 2.35 -6.01 Connection Design Summary: Bolt Unity Check (O.S.) = 0.6789 Plate Unity Check (O.S.) = 0.4953 Bolt Unity Check (I.S.) = 0.5222 Plate Unity Check (I.S.) = 0.3607 Metallic Building Systems User: mmfarahani Page: F3- 25 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 4 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 14.757 in. Web Depth - 14.757 in. Web Thickness 0.156 in. Web Thickness 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.875 in. Pf top (out) - 1.875 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.427 in. Rise top (out) - 0.427 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.361 in. Pf top (ins) - 2.361 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.427 in. Rise top (ins) - 0.427 in. XTI top (ins) - 2.486 in. XTI top (ins) - 2.486 in. Pf bot (out) - 2.062 in. Pf bot (out) - 2.062 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.427 in. Rise bot (out) - 0.427 in. XBO bot (out) - 2.188 in. XBO bot (out) - 2.188 in. Pf bot (ins) - 2.174 in. Pf bot (ins) - 2.174 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.427 in. Rise bot (ins) - 0.427 in. XBI bot (ins) - 2.049 in. XBI bot (ins) - 2.049 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 71.6 degrees Angle top - 71.6 degrees Angle bot -108.4 degrees Angle bot -108.4 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 69) 0.6DL +0.6WL2 (SOA-L) -3.91 0.47 -0.01 -3.91 0.47 0.01 100) DL +0.75LL +COLL +0.45LWL 18.54 0.55 -1.10 18.54 0.55 1.10 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1115 Plate Unity Check (O.S.) = 0.1115 Bolt Unity Check (I.S.) = 0.5062 Plate Unity Check (I.S.) = 0.5062 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 14.9647 100 0.3583 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 3.2516 69 0.0779 Web Plate Fillet-BS 0.1875 29.5146 82.1755 2.5850 74 0.0315 Right Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 14.9647 100 0.3583 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 3.2516 69 0.0779 Web Plate Fillet-BS 0.1875 29.5146 82.1755 2.5850 74 0.0315 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Metallic Building Systems User: mmfarahani Page: F3- 26 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Vertical Knee Connection @ Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 8.00 x 0.3750 in. O.S. - 5.00 x 0.2500 in. I.S. - 7.75 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 27.043 in. Web Depth - 27.043 in. Web Thickness 0.250 in. Web Thickness 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.562 in. Pf top (out) - 2.194 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.552 in. Rise top (out) - 0.552 in. XTO top (out) - 2.312 in. XTO top (out) - 2.312 in. Pf top (ins) - 2.542 in. Pf top (ins) - 3.042 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.552 in. Rise top (ins) - 0.552 in. XTI top (ins) - 2.792 in. XTI top (ins) - 2.792 in. Pf bot (out) - 1.770 in. Pf bot (out) - 2.059 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.683 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.480 in. Pf bot (ins) - 2.170 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.683 in. XBI bot (ins) - 2.480 in. XBI bot (ins) - 2.480 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 71.6 degrees Angle top -108.4 degrees Angle bot - 90.0 degrees Angle bot - 67.6 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 56) 1.3893DL +1.3893COLL +3.5 -215.69 0.85 12.93 -215.69 0.85 12.93 53) 0.7107DL -3.5EQ (SOA-L) 163.80 -2.64 -5.96 163.80 -2.64 -5.96 Connection Design Summary: Bolt Unity Check (O.S.) = 0.8104 Plate Unity Check (O.S.) = 0.5819 Bolt Unity Check (I.S.) = 0.6022 Plate Unity Check (I.S.) = 0.4144 Metallic Building Systems User: mmfarahani Page: F3- 27 R-Frame Design Program - Version V8.15 Job : 31650A Knee and Stiffener Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Left Knee Design ================ Knee Web Thickness : Use 0.2500 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 2.2500 X 0.2500 in. Column Cap Plate : 6.0000 X 0.3750 in. Stiffener Data for the Left Knee Web Panel ========================================== Horizon. Knee Stiffener Design Data (A Stiffener on Both Sides of Knee Web and =================================== Located Opposite Rafter Inner Flange.) Stiff. Stiff. Design Design Design Web Web Strip Gross Angle Length Width Thick. K Thick. Width Area (deg.) (in.) (in.) (in.) Factor (in.) (in.) (sq.in.) 0.00000 24.00000 2.25000 0.25000 0.75000 0.25000 6.25000 2.68750 Moment of Radius of KL Effective Design Design Yield Inertia Gyration -- Ratio Compr. Area Qs Qa Stress (in.4) (in.) r (sq.in.) Factor Factor (ksi) 2.24056 0.91307 19.71371 2.68750 1.00000 1.00000 55.0000 Compr. Allow. Max. Tension Allow. Max. Load Compr. Compr. Compr. Load Tension Tension Tension Comb. Force Force Check Comb. Force Force Check No. (kips) (kips) Ratio No. (kips) (kips) Ratio 57 -83.0240 133.0312 0.6241 52 60.7170 106.4250 0.4564 Knee Web Plate Design Data, Web Yield Stress, Fy= 55.000 ksi ========================== KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN CAP PLATE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Rafter Load ------------------ --- --- Shear Shear Web Moment Comb. a h h t Stress Stress Shear (k-ft) No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio -186.42 57 24.00000 27.40641 0.88 109.63 25.4408 13.1249 0.5159 KNEE WEB PLATE SHEAR CHECK ALONG THE HORIZONTAL KNEE STIFFENERS: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Load ------------------ --- --- Shear Shear Web Comb. a h h t Stress Stress Shear No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio 57 24.00000 27.40641 0.88 109.63 25.4408 13.1249 0.5159 KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN OUTER FLANGE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Column Load ------------------ --- --- Shear Shear Web Moment Comb. a h h t Stress Stress Shear (k-ft) No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio -188.25 57 27.40641 24.00000 1.14 96.00 24.9665 17.7795 0.7121 KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN KNEE CONNECTION PLATE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Load ------------------ --- --- Shear Shear Web Comb. a h h t Stress Stress Shear No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio 57 27.40641 24.00000 1.14 96.00 24.9665 8.7584 0.3508 Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 25.298 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 24.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 19.406 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 19.406 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 27.406 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Right Knee Design ================= Knee Web Thickness : Use 0.2500 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 3.7500 X 0.2500 in. Column Cap Plate : 8.0000 X 0.3750 in. Stiffener Data for the Right Knee Web Panel =========================================== Horizon. Knee Stiffener Design Data (A Stiffener on Both Sides of Knee Web and =================================== Located Opposite Rafter Inner Flange.) Stiff. Stiff. Design Design Design Web Web Strip Gross Angle Length Width Thick. K Thick. Width Area (deg.) (in.) (in.) (in.) Factor (in.) (in.) (sq.in.) 0.00000 24.00000 3.75000 0.25000 0.75000 0.25000 6.25000 3.43750 Moment of Radius of KL Effective Design Design Yield Inertia Gyration -- Ratio Compr. Area Qs Qa Stress (in.4) (in.) r (sq.in.) Factor Factor (ksi) 9.70540 1.68029 10.71241 3.43750 1.00000 1.00000 55.0000 Compr. Allow. Max. Tension Allow. Max. Load Compr. Compr. Compr. Load Tension Tension Tension Comb. Force Force Check Comb. Force Force Check No. (kips) (kips) Ratio No. (kips) (kips) Ratio 56 -93.1616 170.1562 0.5475 53 69.7516 136.1250 0.4099 Knee Web Plate Design Data, Web Yield Stress, Fy= 55.000 ksi ========================== KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN CAP PLATE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Rafter Load ------------------ --- --- Shear Shear Web Moment Comb. a h h t Stress Stress Shear (k-ft) No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio -215.69 56 24.00000 27.40641 0.88 109.63 25.4408 15.6690 0.6159 KNEE WEB PLATE SHEAR CHECK ALONG THE HORIZONTAL KNEE STIFFENERS: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Load ------------------ --- --- Shear Shear Web Comb. a h h t Stress Stress Shear No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio 56 24.00000 27.40641 0.88 109.63 25.4408 15.6690 0.6159 KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN OUTER FLANGE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Column Load ------------------ --- --- Shear Shear Web Moment Comb. a h h t Stress Stress Shear (k-ft) No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio -214.96 56 27.40641 24.00000 1.14 96.00 24.9665 20.3563 0.8153 KNEE WEB PLATE SHEAR CHECK ALONG THE COLUMN KNEE CONNECTION PLATE: Knee Web Pl. Dimensions a h Allow. Web Pl. Max. Load ------------------ --- --- Shear Shear Web Comb. a h h t Stress Stress Shear No. (in.) (in.) Ratio Ratio (ksi) (ksi) Ratio 56 27.40641 24.00000 1.14 96.00 24.9665 9.8405 0.3941 Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 25.298 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 24.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 19.406 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 19.406 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 27.406 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 3.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Metallic Building Systems User: mmfarahani Page: F3- 28 R-Frame Design Program - Version V8.15 Job : 31650A Flange Brace Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR 1 @ 6'0 1 @ 6'0 1 @ 6'6 @ EAVE 1 @ 3'0 1 @ 3'6 @ EAVE Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 3'3-11/16" @ EAVE 2 @ 3'3-11/16" @ EAVE 4 @ 4'4 4 @ 4'4 1 @ 1'0-9/16" @ PEAK 1 @ 1'0-9/16" @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter : Measured along T.F. from left steel line - Right Rafter : Measured along T.F. from right steel line - Ext. Columns : Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7.50 13.50 (C) (C) LFT RAFTER 3.49 6.98 11.55 16.11 20.68 25.25 (C) (C) (N) (C) (C) (C) RGT COLUMN 7.50 13.50 16.50 (O) (O) (C) RGT RAFTER 3.49 6.98 11.55 16.11 20.68 25.25 (C) (C) (N) (C) (C) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point "O" Indicates that Brace point is optional and is not considered in design -------------------------------------------------------------------------------- Metallic Building Systems User: mmfarahani Page: F3- 29 R-Frame Design Program - Version V8.15 Job : 31650A Primary Deflection Report File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 4.958 0.054 5.482 0.052 Load Comb 136 19 138 23 Defl. H/ 45 H/ 40 ------------------------------------------------------------------------------ Neg. Max -5.798 -0.053 -5.087 -0.060 Load Comb 139 13 137 19 Defl. H/ 38 H/ 44 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -1.102 in. 25.00 ft. 0.400 in. 33.40 ft. Load Comb 7 126 Defl. L/537 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.295 in. Load Comb 126 Defl. L/999 -------------------- Neg. Max -1.102 in. Load Comb 8 Defl. L/537 ==================== Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used ----- ------- 134 3.0 135 3.0 136 3.0 137 3.0 138 3.0 139 3.0 Metallic Building Systems User: mmfarahani Page: F3- 30 R-Frame Design Program - Version V8.15 Job : 31650A Stiffener Design for Leanto File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Leanto Stiffener on Right Column ================================ Web Thickness : Use 0.2500 inches Thick Web Bearing Stiffener Type : No stiffeners are required Bottom Bearing Stiffener Bearing Stiffener Size : Not Required Control Case : 121 Allowable At Ctrl Case : 22.344 kips Check Ratio : 0.1851 Panel Stiffener Size : Not Required Control Case : 0 Allowable Shear Cap. : 0.000 kips Check Ratio : 0.0000 Metallic Building Systems User: mmfarahani Page: F3- 31 R-Frame Design Program - Version V8.15 Job : 31650A Stiffener Design for Leanto File: frame_2_3.fra Date: 9/22/21 cs 50./20./19.833 20./100./0. Start Time: 18:26:36 -------------------------------------------------------------------------------- Vertical Clearance at the Left Knee is 17.8804 feet Vertical Clearance at the Right Knee is 17.8804 feet Metallic Building Systems User: mmfarahani Page: F2- 1 R-Frame Design Program - Version V8.15 Job : 31650A Input Data Echo File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ -------------------------------------------------------------------------------- VERSION V8.15 BRAND METALLIC BUILDING LABEL B FRAME_ID 2 # FRAME LEFT SIDE IS BLDG. PLANE SWA # AND FRAME RIGHT SIDE IS BLDG. PLANE DESCRIPTION lt 12./16./12.167 20./100./0. PRINT echo code loads summary detail profile deflect base conn flg_brace \ stiff pro_grplds seismic boss DATASET base combinations connection members wind_array brace OPTIMIZATION depth *PLANT ATW *JOB 31650A LOCATION frame lines 1 LATERAL GRID LABEL 1 LONGITUDINAL GRID LABEL A B NUMBER FRAMES 1 *PRICE summary MAIN GEOMETRY WIDTH 50. 25. EAVE LEFT 20. ROOF SLOPE LEFT 4. EAVE RIGHT 20. ROOF SLOPE RIGHT 4. LENGTH 60. SPANS 20. 10. 20. LEANTO RIGHT GEOMETRY WIDTH 12. 12. EAVE 16. ROOF SLOPE 4. LENGTH 60. TYPE lt p cs 60. 60. right BRACING SIDE LC=3 RA=3 RC=3 FLANGE BRACE ATTACHMENT LC=0 RA=0 GIRT DEPTH 8. 8.25 PURLIN DEPTH 8. 8.25 GIRT SPACING NOFB 0. PURLIN SPACING 2@3. 4. PURLIN THICKNESS 0.059 PURLIN FLANGE 2.5 STIFFNESS CHECK SNOW PURLIN STIFFNESS 7.857 12.59 2.788 6.848 LATERAL BRACE LENGTH 19.667 BUILDING CODE IB18 U=Normal P=N DEAD LOAD 2.653 COLLATERAL LOAD 1. LIVE LOAD 20. REDUCE SNOW R=0. E=0.9 T=1.2 S=N WEL=27. WER=39. WML=25. WMR=37. WIND V=100.mph VDEF=67.mph E=C Z=end GE= 94.0 O=P HS=2DE X=0.000 \ H=0.000 LH=9999.000 SEISMIC LOAD S1=42.5 Ss=118.3 TL=16. %CR=NORM %SR=NORM RHOT=1.5 \ RHOL=1.3 R=3.5 RL=3.25 LOF=2. TOF=2.5 Ct=0.028 Cd=3. SOIL PROFILE D CODE LABEL 2019 California Building Code ROOF TRIBUTARY TR=12.167 WALL TRIBUTARY TR=10.167 TFA KNEE YES DEFLECTION ROOF L=180 S=180 W=180 G=120 DEFLECTION WALL L=60 S=60 W=60 E=50 C=100 G=60 TE=50 CANOPYL CFT = C FL=Y PR= 2. LEN= 64. HT= 16. CS= 4. PD= 8. FT= 0.205 WH= \ 7.48 MN= 5. 0.178 BAY= 11.833 DL= 4.994 MIN_MOMT_BOLT_DIA 0.50 BOSS 8.25 END Metallic Building Systems User: mmfarahani Page: F2- 2 R-Frame Design Program - Version V8.15 Job : 31650A Building Grid label legend File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : B Frame Number : 2 No. of Frames : 1 Left Column : Column @ * - A Right Support : Support @ * - B *Frames located @ 1 Metallic Building Systems User: mmfarahani Page: F2- 3 R-Frame Design Program - Version V8.15 Job : 31650A Code Summary Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Building :B Frame Number :2 Location: frame lines 1 No. of Frames: 1 2019 CALIFORNIA BUILDING CODE Main Code Requirements Per : International Building Code 2018 Edition Supporting Design Manual(s): 2016 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left (feet)............................................. 16.000 Horizontal width from left to right steel line (feet)............... 12.000 Horizontal distance to ridge from left side (feet).................. 12.000 Roof Slope Left (rise:12)........................................... 4.000 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 8.000 Frame Rafter Inset left & right side (inches)....................... 8.250 Girt depth left & right side (inches)............................... 8.000 Frame Column Inset left & right side (inches)....................... 8.250 Tributary Width left side (feet).................................... 10.167 ..................................from Height 0.00 to Height 16.00 Tributary Width roof (feet)......................................... 12.167 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... 2.653 Frame Rafter Dead Weight (psf)...................................... 0.812 Total Roof Dead Weight (psf)........................................ 3.465 Collateral Load to Frame Rafter (psf)............................... 1.000 Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000 Design Roof Live Load Used (psf).................................... 20.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor Entered [Ce] .................................. 0.900 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 0.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 Metallic Building Systems User: mmfarahani Page: F2- 4 R-Frame Design Program - Version V8.15 Job : 31650A Wind Summary Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition Eave height Left (feet)............................................. 16.000 Wind Elevation on left column (feet)................................ 20.000 Wind Elevation on right column (feet)............................... 20.000 Mean Roof Wind Elevation (feet)..................................... 24.167 Total frame width (feet)............................................ 12.000 Total building length (feet)........................................ 60.000 Number of primary wind loadings .................................... 18 Number of wind zones ............................................... 1 Design wind velocity for frames (mph)............................... 100.000 Serviceability wind velocity for frames (mph)....................... 67.000 Elevation Above Sea Level (ft)...................................... 94.000 Wind Exposure Category -- open terrain areas........................ Exp C Building Enclosure Classification ......................... Partially Enclosed Velocity Pressure [qh] for strength (psf) at Height h= 24.167 feet 20.353 Velocity Pressure [qh] for serviceability (psf)at Height h= 24.167 feet 9.168 Velocity Pressure Exposure Coefficient [Kh]......................... 0.939 Wind Directionality Factor [Kd]..................................... 0.850 Ground Elevation Factor [Ke]........................................ 0.997 Wind Topographic Factor [Kzt]....................................... 1.000 ***** Building Wind Zones ***** ----------------------------------- ***** Wind Zone ***** Velocity Wind Lower Upper Pressure *** Wind Case #1 Below **** Zone Elevation Elevation qz Windward Wall Leeward Wall No. (feet) (feet) (psf) (psf) (psf) -------------------------------------------------------------------- 1 0.0000 28.3333 20.3533 -23.8134 4.6813 Windward wall design pressure, P: P = qh[ (GCpf) - (GCpi) ] Note that the above reported pressure(s) is used for strength calculations only. Metallic Building Systems User: mmfarahani Page: F2- 5 R-Frame Design Program - Version V8.15 Job : 31650A Continue Wind Summary Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition *** PRIMARY WIND COEFFICIENTS FOR LEAN-TO FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.170 -1.220(100.0%) -1.620( 0.0%) 0.230 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.070 -0.120(100.0%) -0.520( 0.0%) 1.330 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.030 -1.080(100.0%) -1.620( 0.0%) -1.030 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.030 -1.620(100.0%) -1.080( 0.0%) -1.030 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.070 0.020(100.0%) -0.520( 0.0%) 0.070 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.070 -0.520(100.0%) 0.020( 0.0%) 0.070 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.230 -1.620(100.0%) -1.220( 0.0%) -1.170 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction [end zone] ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 1.330 -0.520(100.0%) -0.120( 0.0%) -0.070 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Deflection Design Limits >> --------------------------- Rafter deflection limit for Live load only [L/{x}] ................. 180.000 Rafter deflection limit for Snow load only [L/{x}] ................. 180.000 Rafter deflection limit for Serviceability Wind load only [L/{x}] .. 180.000 Rafter deflection limit for Gravity load conditions [L/{x}] ........ 120.000 Column sway deflection limit for Live load only [L/{x}] ............ 60.000 Column sway deflection limit for Snow load only [L/{x}] ............ 60.000 Column sway deflection limit for Serviceability Wind load only [L/{x}] 60.000 Column sway deflection limit for Seismic load only [L/{x}] ......... 50.000 Column sway deflection limit for Crane load conditions [L/{x}] ..... 100.000 Column sway deflection limit for Gravity load conditions [L/{x}] ... 60.000 Column sway deflection limit for Seismic load conditions [L/{x}] ... 50.000 Metallic Building Systems User: mmfarahani Page: F2- 6 R-Frame Design Program - Version V8.15 Job : 31650A Load Combinations Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +LL +COLL N A 2) 1.1325DL +1.05EQ N A 3) 1.1325DL -1.05EQ N A 4) 1.1325DL +1.1325COLL +1.05EQ N A 5) 1.1325DL +1.1325COLL -1.05EQ N A 6) 0.4675DL +1.05EQ N A 7) 0.4675DL -1.05EQ N A 8) 0.7107DL +2.5EQ N C R 9) 0.7107DL -2.5EQ N C R 10) 1.3893DL +1.3893COLL +2.5EQ N C R 11) 1.3893DL +1.3893COLL -2.5EQ N C R 12) 0.7107DL +2.5EQ N B R 13) 0.7107DL -2.5EQ N B R 14) 1.3893DL +1.3893COLL +2.5EQ N B R 15) 1.3893DL +1.3893COLL -2.5EQ N B R 16) DL +0.6WL1 N A 17) DL +0.6WL2 N A 18) DL +0.6LWL1 N A 19) DL +0.6LWL2 N A 20) DL +0.6LWL3 N A 21) DL +0.6LWL4 N A 22) DL +0.6WL3 N A 23) DL +0.6WL4 N A 24) 0.6DL +0.6WL1 N A 25) 0.6DL +0.6WL2 N A 26) 0.6DL +0.6LWL1 N A 27) 0.6DL +0.6LWL2 N A 28) 0.6DL +0.6LWL3 N A 29) 0.6DL +0.6LWL4 N A 30) 0.6DL +0.6WL3 N A 31) 0.6DL +0.6WL4 N A 32) 0.6MWL1 N M 33) 0.6MWL2 N M 34) DL +COLL +0.6WL1 N A 35) DL +COLL +0.6WL2 N A 36) DL +COLL +0.6LWL1 N A 37) DL +COLL +0.6LWL2 N A 38) DL +COLL +0.6LWL3 N A 39) DL +COLL +0.6LWL4 N A 40) DL +COLL +0.6WL3 N A 41) DL +COLL +0.6WL4 N A 42) DL +0.75LL +COLL +0.45WL1 N A 43) DL +0.75LL +COLL +0.45WL2 N A 44) DL +0.75LL +COLL +0.45LWL1 N A 45) DL +0.75LL +COLL +0.45LWL2 N A 46) DL +0.75LL +COLL +0.45LWL3 N A 47) DL +0.75LL +COLL +0.45LWL4 N A 48) DL +0.75LL +COLL +0.45WL3 N A 49) DL +0.75LL +COLL +0.45WL4 N A 50) DL +COLL +RS N A Metallic Building Systems User: mmfarahani Page: F2- 7 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) DL +COLL +LS N A 52) LL (deflection only) D 53) WL1D (deflection only) D 54) WL2D (deflection only) D 55) LWL1D (deflection only) D 56) LWL2D (deflection only) D 57) LWL3D (deflection only) D 58) LWL4D (deflection only) D 59) WL3D (deflection only) D 60) WL4D (deflection only) D 61) 1.3893DL+EQ (deflection only) D E 62) 1.3893DL-EQ (deflection only) D E 63) 0.7107DL+EQ (deflection only) D E 64) 0.7107DL-EQ (deflection only) D E 65) 1.3893DL+1.3893COLL+EQ (deflection only) D E 66) 1.3893DL+1.3893COLL-EQ (deflection only) D E Metallic Building Systems User: mmfarahani Page: F2- 8 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Metallic Building Systems User: mmfarahani Page: F2- 9 R-Frame Design Program - Version V8.15 Job : 31650A Canopy Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Left Side Canopy Data --------------------- Canopy #1 : At Eave Canopy w/ Flush purlin Width (horizontal projection from steel line) (feet)...... 2.0000 Length (used for drifting snow only) (feet)............... 64.0000 Canopy bay size (feet).................................... 11.8330 Roof height at the wall(feet)............................. 16.0000 Roof height at the free end (feet)........................ 15.3333 Roof slope (rise:12)...................................... 4.0000 Purlin depth (inches) .................................... 8.0000 Minimum cap plate width (inches) ......................... 5.0000 Minimum cap plate thickness (inches)...................... 0.1780 Canopy beam flange thickness (inches)..................... 0.2050 Canopy beam vertical web height at the steel line (inches) 7.4800 Connection plate thickness (inches)....................... 0.0000 Canopy Design Loads ------------------- Snow Thermal Factor [Ct] -- Unheated Canopy 1.2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1.0000 Total Canopy Dead Load (psf).............................. 4.9940 Canopy Collateral Load (psf).............................. 0.0000 Canopy Live Load Entered (psf)............................ 20.0000 Canopy Live Load Used (psf)............................... 20.0000 Design Snow Load Used (psf)............................... 0.0000 Unbalanced Snow Load Used (psf)........................... 0.0000 Canopy wind elevation (feet).............................. 19.6667 Canopy basic wind pressure (psf).......................... 20.3533 Number of wind arrays .................................... 18 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff. Design Load Array (psf) WL1 -0.670 -13.64 WL2 -0.670 -13.64 LWL1 -0.530 -10.79 LWL2 -1.070 -21.78 LWL3 0.570 11.60 LWL4 0.030 0.61 MWL1 -0.670 -13.64 MWL2 -1.770 -36.03 WL3 -1.770 -36.03 WL4 -1.770 -36.03 WL1D -0.670 -6.14 WL2D -0.670 -6.14 LWL1D -0.530 -4.86 LWL2D -1.070 -9.81 LWL3D 0.570 5.23 LWL4D 0.030 0.28 WL3D -1.770 -16.23 WL4D -1.770 -16.23 * CANOPY LOADS GENERATED ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 1 LC DL GLOB Y C 15.50 -0.118 -1.00 CANOPY LOAD 2 LC LL GLOB Y C 15.50 -0.473 -1.00 CANOPY LOAD 3 LC LS GLOB Y C 15.50 0.000 -1.00 CANOPY LOAD 4 LC RS GLOB Y C 15.50 0.000 -1.00 CANOPY LOAD 5 LC WL1 GLOB Y C 15.50 0.323 -1.00 CANOPY LOAD 6 LC WL1 GLOB X C 15.50 -0.108 0.00 CANOPY LOAD 7 LC WL2 GLOB Y C 15.50 0.323 -1.00 CANOPY LOAD 8 LC WL2 GLOB X C 15.50 -0.108 0.00 CANOPY LOAD 9 LC LWL1 GLOB Y C 15.50 0.255 -1.00 CANOPY LOAD 10 LC LWL1 GLOB X C 15.50 -0.085 0.00 CANOPY LOAD 11 LC LWL2 GLOB Y C 15.50 0.515 -1.00 CANOPY LOAD 12 LC LWL2 GLOB X C 15.50 -0.172 0.00 CANOPY LOAD 13 LC LWL3 GLOB Y C 15.50 -0.275 -1.00 CANOPY LOAD 14 LC LWL3 GLOB X C 15.50 0.092 0.00 CANOPY LOAD 15 LC LWL4 GLOB Y C 15.50 -0.014 -1.00 CANOPY LOAD 16 LC LWL4 GLOB X C 15.50 0.005 0.00 CANOPY LOAD 17 LC MWL1 GLOB Y C 15.50 0.323 -1.00 CANOPY LOAD 18 LC MWL1 GLOB X C 15.50 -0.108 0.00 CANOPY LOAD 19 LC MWL2 GLOB Y C 15.50 0.853 -1.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F2- 10 R-Frame Design Program - Version V8.15 Job : 31650A Continued Canopy Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- * CANOPY LOADS GENERATED (continued) ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 20 LC MWL2 GLOB X C 15.50 -0.284 0.00 CANOPY LOAD 21 LC WL3 GLOB Y C 15.50 0.853 -1.00 CANOPY LOAD 22 LC WL3 GLOB X C 15.50 -0.284 0.00 CANOPY LOAD 23 LC WL4 GLOB Y C 15.50 0.853 -1.00 CANOPY LOAD 24 LC WL4 GLOB X C 15.50 -0.284 0.00 CANOPY LOAD 25 LC WL1D GLOB Y C 15.50 0.145 -1.00 CANOPY LOAD 26 LC WL1D GLOB X C 15.50 -0.048 0.00 CANOPY LOAD 27 LC WL2D GLOB Y C 15.50 0.145 -1.00 CANOPY LOAD 28 LC WL2D GLOB X C 15.50 -0.048 0.00 CANOPY LOAD 29 LC LWL1D GLOB Y C 15.50 0.115 -1.00 CANOPY LOAD 30 LC LWL1D GLOB X C 15.50 -0.038 0.00 CANOPY LOAD 31 LC LWL2D GLOB Y C 15.50 0.232 -1.00 CANOPY LOAD 32 LC LWL2D GLOB X C 15.50 -0.077 0.00 CANOPY LOAD 33 LC LWL3D GLOB Y C 15.50 -0.124 -1.00 CANOPY LOAD 34 LC LWL3D GLOB X C 15.50 0.041 0.00 CANOPY LOAD 35 LC LWL4D GLOB Y C 15.50 -0.007 -1.00 CANOPY LOAD 36 LC LWL4D GLOB X C 15.50 0.002 0.00 CANOPY LOAD 37 LC WL3D GLOB Y C 15.50 0.384 -1.00 CANOPY LOAD 38 LC WL3D GLOB X C 15.50 -0.128 0.00 CANOPY LOAD 39 LC WL4D GLOB Y C 15.50 0.384 -1.00 CANOPY LOAD 40 LC WL4D GLOB X C 15.50 -0.128 0.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F2- 11 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC DL GLOB Y C 15.504 -0.1180 N/A -1.000 2 LC LL GLOB Y C 15.504 -0.4730 N/A -1.000 3 LC LS GLOB Y C 15.504 0.0000 N/A -1.000 4 LC RS GLOB Y C 15.504 0.0000 N/A -1.000 5 LC WL1 GLOB Y C 15.504 0.3230 N/A -1.000 6 LC WL1 GLOB X C 15.504 -0.1080 N/A 0.000 7 LC WL2 GLOB Y C 15.504 0.3230 N/A -1.000 8 LC WL2 GLOB X C 15.504 -0.1080 N/A 0.000 9 LC LWL1 GLOB Y C 15.504 0.2550 N/A -1.000 10 LC LWL1 GLOB X C 15.504 -0.0850 N/A 0.000 11 LC LWL2 GLOB Y C 15.504 0.5150 N/A -1.000 12 LC LWL2 GLOB X C 15.504 -0.1720 N/A 0.000 13 LC LWL3 GLOB Y C 15.504 -0.2750 N/A -1.000 14 LC LWL3 GLOB X C 15.504 0.0920 N/A 0.000 15 LC LWL4 GLOB Y C 15.504 -0.0140 N/A -1.000 16 LC LWL4 GLOB X C 15.504 0.0050 N/A 0.000 17 LC MWL1 GLOB Y C 15.504 0.3230 N/A -1.000 18 LC MWL1 GLOB X C 15.504 -0.1080 N/A 0.000 19 LC MWL2 GLOB Y C 15.504 0.8530 N/A -1.000 20 LC MWL2 GLOB X C 15.504 -0.2840 N/A 0.000 21 LC WL3 GLOB Y C 15.504 0.8530 N/A -1.000 22 LC WL3 GLOB X C 15.504 -0.2840 N/A 0.000 23 LC WL4 GLOB Y C 15.504 0.8530 N/A -1.000 24 LC WL4 GLOB X C 15.504 -0.2840 N/A 0.000 25 LC WL1D GLOB Y C 15.504 0.1450 N/A -1.000 26 LC WL1D GLOB X C 15.504 -0.0480 N/A 0.000 27 LC WL2D GLOB Y C 15.504 0.1450 N/A -1.000 28 LC WL2D GLOB X C 15.504 -0.0480 N/A 0.000 29 LC LWL1D GLOB Y C 15.504 0.1150 N/A -1.000 30 LC LWL1D GLOB X C 15.504 -0.0380 N/A 0.000 31 LC LWL2D GLOB Y C 15.504 0.2320 N/A -1.000 32 LC LWL2D GLOB X C 15.504 -0.0770 N/A 0.000 33 LC LWL3D GLOB Y C 15.504 -0.1240 N/A -1.000 34 LC LWL3D GLOB X C 15.504 0.0410 N/A 0.000 35 LC LWL4D GLOB Y C 15.504 -0.0070 N/A -1.000 36 LC LWL4D GLOB X C 15.504 0.0020 N/A 0.000 37 LC WL3D GLOB Y C 15.504 0.3840 N/A -1.000 38 LC WL3D GLOB X C 15.504 -0.1280 N/A 0.000 39 LC WL4D GLOB Y C 15.504 0.3840 N/A -1.000 40 LC WL4D GLOB X C 15.504 -0.1280 N/A 0.000 41 LR DL XREF Y U 0.000 -0.0323 N/A 0.000 42 LC SW GLOB Y U 0.000 -0.0221 N/A 0.000 43 LR SW GLOB Y U 0.000 -0.0099 N/A 0.000 44 LR LL XREF Y U 0.000 -0.2433 N/A 0.000 45 LR COLL XREF Y U 0.000 -0.0122 N/A 0.000 46 LC WL1 MEMB Y U 0.000 0.2421 N/A 0.000 47 LR WL1 MEMB Y U 0.000 0.3021 N/A 0.000 48 LC WL2 MEMB Y U 0.000 0.0145 N/A 0.000 49 LR WL2 MEMB Y U 0.000 0.0297 N/A 0.000 50 LC LWL1 MEMB Y U 0.000 0.2131 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F2- 12 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- 51 LR LWL1 MEMB Y U 0.000 0.2674 N/A 0.000 52 LC LWL2 MEMB Y U 0.000 0.2131 N/A 0.000 53 LR LWL2 MEMB Y U 0.000 0.4012 N/A 0.000 54 LC LWL3 MEMB Y U 0.000 -0.0145 N/A 0.000 55 LR LWL3 MEMB Y U 0.000 -0.0050 N/A 0.000 56 LC LWL4 MEMB Y U 0.000 -0.0145 N/A 0.000 57 LR LWL4 MEMB Y U 0.000 0.1288 N/A 0.000 58 LC MWL1 MEMB Y U 0.000 0.0813 N/A 0.000 59 LR MWL1 GLOB X U 0.000 -0.0308 N/A 12.649 60 LC MWL2 MEMB Y U 0.000 -0.0813 N/A 0.000 61 LR MWL2 GLOB X U 0.000 0.0308 N/A 12.649 62 LC WL3 MEMB Y U 0.000 -0.0476 N/A 0.000 63 LR WL3 MEMB Y U 0.000 0.4012 N/A 0.000 64 LC WL4 MEMB Y U 0.000 -0.2752 N/A 0.000 65 LR WL4 MEMB Y U 0.000 0.1288 N/A 0.000 66 LC WL1D MEMB Y U 0.000 0.1091 N/A 0.000 67 LR WL1D MEMB Y U 0.000 0.1361 N/A 0.000 68 LC WL2D MEMB Y U 0.000 0.0065 N/A 0.000 69 LR WL2D MEMB Y U 0.000 0.0134 N/A 0.000 70 LC LWL1D MEMB Y U 0.000 0.0960 N/A 0.000 71 LR LWL1D MEMB Y U 0.000 0.1205 N/A 0.000 72 LC LWL2D MEMB Y U 0.000 0.0960 N/A 0.000 73 LR LWL2D MEMB Y U 0.000 0.1807 N/A 0.000 74 LC LWL3D MEMB Y U 0.000 -0.0065 N/A 0.000 75 LR LWL3D MEMB Y U 0.000 -0.0022 N/A 0.000 76 LC LWL4D MEMB Y U 0.000 -0.0065 N/A 0.000 77 LR LWL4D MEMB Y U 0.000 0.0580 N/A 0.000 78 LC WL3D MEMB Y U 0.000 -0.0214 N/A 0.000 79 LR WL3D MEMB Y U 0.000 0.1807 N/A 0.000 80 LC WL4D MEMB Y U 0.000 -0.1240 N/A 0.000 81 LR WL4D MEMB Y U 0.000 0.0580 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F2- 13 R-Frame Design Program - Version V8.15 Job : 31650A Seismic Summary Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Seismic Force Resisting System Per : ASCE 7 Standard 2016 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 118.3000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 42.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Design Category ............................................ D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.2000 Seismic Site Coefficient [Fv] ...................................... 1.8750 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.4196 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7969 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.9464 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.5312 Sds and Sd1 values .......................................... Code-calculated Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 18.0000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2827 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.5000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.0000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2704 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 0.001 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.000 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 0.798 Wall Weight = 0.000 Collateral Load = 0.083 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 0.881 kips Total Roof Weight = 0.881 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 0.881 kips X X Seismic Coeff. = 0.2704 ------------------------------------- BASE SHEAR = 0.2383 kips Seismic Load for Roof at col # 1 = 0.2383 kips Seismic Load for Roof at col # 2 = 0.0000 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.2383 kips * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 82 LC EQ YREF X C 15.300 0.2383 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F2- 14 R-Frame Design Program - Version V8.15 Job : 31650A Forces and Allowable Stresses Summary File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Left Column Analysis Length = 15.30 ft Kx = 1.00 Weight = 338. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 1 10.00 10.200 10.200 W10X22 0.2400 in 50.0 2 5.09 10.200 10.200 W10X22 0.2400 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 105 0.1 4.5 0.1 29.9 20.0 33.6 20.0 0.00 0.12 0.07 0.12 23 201 -1.7 3.2 -0.3 7.6 19.7 33.6 20.0 0.01 0.10 0.07 0.10 49 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 11.03 ft Kx = 1.00 Weight = 111. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 3 11.24 7.890 7.890 W8X10 0.1700 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 308 0.0 4.1 0.1 32.5 33.5 26.6 20.0 0.00 0.19 0.23 0.23 1 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 449. lbs Metallic Building Systems User: mmfarahani Page: F2- 15 R-Frame Design Program - Version V8.15 Job : 31650A Anchor Rod and Base Plate Design File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ====================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. F1554, Gr. 36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.2000 Plate Size : 6.0000 x 10.2000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 2.069 38.436 27 0.05 Rod Shear 1.219 0.000 23.061 23 0.05 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 5.750 26.682 0.668 27 0.03 Outer Flg 0.31250 5.750 26.682 0.668 27 0.03 Web Plate 0.18750 9.480 26.395 1.242 24 0.05 Metallic Building Systems User: mmfarahani Page: F2- 16 R-Frame Design Program - Version V8.15 Job : 31650A Leanto Boss Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- BOSS DESIGN SEGMENT STARTING ENDING WEB OUTER FLANGE INNER FLANGE SEG LENGTH WEB DEPTH WEB DEPTH THICKNESS WIDTH THICKNESS WIDTH THICKNESS NUM (FEET) (INCHES) (INCHES) (INCHES) (IN.) (IN.) (IN.) (IN.) --- ------ --------- --------- --------- --------------- --------------- 1 0.725 10.2300 7.4800 0.1340 5.00 x 0.2500 5.00 x 0.2500 FY= 55.00 KSI FU= 70.00 KSI LENGTH= 8.70 INCHES WEIGHT= 9.1 LBS. Metallic Building Systems User: mmfarahani Page: F2- 17 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 1 row P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.75 x 0.3600 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: O.S. - 3.94 x 0.2050 in. I.S. - 3.94 x 0.2050 in. Web Depth - 7.885 in. Web Thickness 0.170 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 2.055 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.302 in. XTI top (ins) - 1.971 in. Bolt Spacing - 2.500 in. Angle top -108.4 degrees Angle bot - 71.6 degrees Plate Length - 3.953 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 16) DL +0.6WL1 0.00 1.37 -1.29 0.00 1.37 -1.29 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1597 Plate Unity Check (O.S.) = 0.3620 Weld Unity Check = 0.1752 Metallic Building Systems User: mmfarahani Page: F2- 18 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 2 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 1 row P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.00 x 0.2500 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 3.94 x 0.2050 in. O.S. - 5.00 x 0.2500 in. I.S. - 3.94 x 0.2050 in. I.S. - 5.00 x 0.2500 in. Web Depth - 7.885 in. Web Depth - 7.885 in. Web Thickness 0.170 in. Web Thickness 0.170 in. Gage - 2.500 in. Gage - 2.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (ins) - 1.841 in. Pf top (ins) - 2.007 in. BFCD top (ins) - 1.500 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.302 in. Rise top (ins) - 0.302 in. XTI top (ins) - 1.924 in. XTI top (ins) - 1.924 in. Bolt Spacing - 2.500 in. Bolt Spacing - 2.500 in. Angle top - 71.6 degrees Angle top -108.4 degrees Angle bot -108.4 degrees Angle bot - 90.0 degrees Plate Length - 3.953 in. Plate Length - 3.953 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 19) DL +0.6LWL2 -0.00 2.13 0.47 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1486 Plate Unity Check (O.S.) = 0.5614 Weld Unity Check = 0.1772 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0.1875 7.8800 32.9096 0.5812 19 0.0177 Outer Flg Fillet-BS 0.1875 7.8800 32.9096 0.5812 19 0.0177 Web Plate Fillet-BS 0.1875 15.7692 43.9052 1.5755 1 0.0359 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Metallic Building Systems User: mmfarahani Page: F2- 19 R-Frame Design Program - Version V8.15 Job : 31650A Knee and Stiffener Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Left Knee Design ================ Knee Web Thickness : Use 0.2400 in. Thick Web Column Cap Plate : 6.0000 X 0.2500 in. Metallic Building Systems User: mmfarahani Page: F2- 20 R-Frame Design Program - Version V8.15 Job : 31650A Flange Brace Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 16'0 @ FLOOR Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 3'0 @ EAVE 1 @ 4'0 1 @ 2'0 @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter : Measured along T.F. from left steel line - Right Rafter : Measured along T.F. from right steel line - Ext. Columns : Measured along T.F. from base -------------------------------------------------------------------------------- LFT RAFTER 3.16 6.32 10.54 ($) (N) ($) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "$" Indicates that point is braced by a girt -------------------------------------------------------------------------------- Metallic Building Systems User: mmfarahani Page: F2- 21 R-Frame Design Program - Version V8.15 Job : 31650A Primary Deflection Report File: ltfrar_1(s).fra Date: 9/22/21 lt 12./16./12.167 20./100./0. Start Time: 18:21:06 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Neg. Max -0.003 -0.003 Load Comb 56 1 Defl. H/999 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.095 in. 6.35 ft. 0.064 in. 6.35 ft. Load Comb 1 59 Defl. L/999 L/999 ============================================================================== Vertical Clearance at the Left Knee is 15.1017 feet Vertical Clearance at the Right Knee is 18.0628 feet Metallic Building Systems User: mmfarahani Page: F1- 1 R-Frame Design Program - Version V8.15 Job : 31650A Input Data Echo File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 \\hounas04\TS\Jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.15 BRAND METALLIC DESCRIPTION lt 12./16./20. 20./100./0. FRAME_ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWA # AND FRAME RIGHT SIDE IS BLDG. PLANE PRINT echo code loads base connection deflection boss profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 31650A ANALYZE all *DATASET members brace combinations wind_array connection base BUILDING LABEL B LOCATION frame lines 2-4 LATERAL GRID LABEL 4 3 2 LONGITUDINAL GRID LABEL A B NUMBER FRAMES 3 *PRICE summary TYPE lt p cs 60. 60. right MAIN GEOMETRY WIDTH 50. 25. LENGTH 60. EAVE 20. *ROOF SLOPE 4. LEANTO RIGHT GEOMETRY WIDTH 12. 0. LENGTH 60. EAVE 16. *ROOF SLOPE 4. BOSS 8.25 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 7.857 12.59 2.788 6.484 CODE LABEL 2019 CALIFORNIA BUILDING CODE BUILDING CODE IB18 U=Normal DEAD LOAD 2.653 *COLLATERAL LOAD 1. LIVE LOAD 20. reduce SNOW R=0. E=0.9 T=1.2 S=N WEL=27. WER=39. WML=25. WMR=37. SEISMIC LOAD S1=42.5 SS=118.3 TL=16. %CR=NORM %SR=NORM RHOT=1.5 RHOL=1.3 \ R=3.5 LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ##ROOF TRIBUTARY TR=20. ##WALL TRIBUTARY LEFT TR= 20. S=0. E=16. ##WALL TRIBUTARY RIGHT TR= 22. S=0. E=20. ###Adding 5% More Trib. ROOF TRIBUTARY TR=21. WALL TRIBUTARY LEFT TR= 21. S=0. E=16. WALL TRIBUTARY RIGHT TR= 23.1 S=0. E=20. #### DESIGN ASD16 LATERAL BRACE LENGTH 20.00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully NOFB 0. DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=50. C=100. G=60. TE=50. MIN_MOMT_BOLT_DIA 0.5 CANOPYL CFT=C FL=Y PR=2. LEN=64. HT=16. CS=4. PD=8. FT=0.205 WH=7.48 MN=5. \ 0.178 BAY=19.833 DL=4.508 LL=20. WL1=-9.5661 -0.47 WL2=-9.5661 -0.47 \ LWL1=-7.5307 -0.37 LWL2=-14.0438 -0.69 LWL3=14.8579 0.73 LWL4=8.3449 0.41 \ MWL1=-9.5661 -0.47 MWL2=-28.2911 -1.39 WL3=-28.2911 -1.39 WL4=-28.2911 -1.39 \ WL1D=-4.3088 -0.47 WL2D=-4.3088 -0.47 LWL1D=-3.3921 -0.37 LWL2D=-6.3257 -0.69 \ LWL3D=6.6925 0.73 LWL4D=3.7588 0.41 WL3D=-12.7432 -1.39 WL4D=-12.7432 -1.39 SPLICE GUSSETS NA BRACING SIDES LC=3 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=0 RA=0 GIRT SPACING GIRT BRACE PURLIN SPACING 2@3. 4. PURLIN BRACE C N C LEFT COLUMN BASE W=6. T=0.375 L=10.2 N=2 D=0.75 W10X22 10. W10X22 0. LEFT RAFTER CONNECTION O=2P W=5.75 5. T=0.36 0.25 D=0.5 W10X12 0. CONNECTION O=2P W=5. T=0.25 D=0.5 WIND LOAD WL1 20.353 -0.9700 -1.0200 -1.2400 -0.0300 12.000 Left WIND LOAD WL2 20.353 0.1300 0.0800 -0.1400 1.0700 12.000 Left WIND LOAD LWL1 20.353 -1.0000 -0.9200 -1.2400 -1.0000 12.000 WIND LOAD LWL2 20.353 -1.0000 -1.2400 -0.9200 -1.0000 12.000 WIND LOAD LWL3 20.353 0.1000 0.1800 -0.1400 0.1000 12.000 WIND LOAD LWL4 20.353 0.1000 -0.1400 0.1800 0.1000 12.000 WIND LOAD MWL1 16.000 -0.5000 0.5000 0.5000 0.5000 0.000 WIND LOAD MWL2 16.000 0.5000 -0.5000 -0.5000 -0.5000 0.000 WIND LOAD WL3 20.353 -0.0300 -1.2400 -1.0200 -0.9700 12.000 Right WIND LOAD WL4 20.353 1.0700 -0.1400 0.0800 0.1300 12.000 Right WIND LOAD WL1D 9.168 -0.9700 -1.0200 -1.2400 -0.0300 12.000 Left WIND LOAD WL2D 9.168 0.1300 0.0800 -0.1400 1.0700 12.000 Left WIND LOAD LWL1D 9.168 -1.0000 -0.9200 -1.2400 -1.0000 12.000 WIND LOAD LWL2D 9.168 -1.0000 -1.2400 -0.9200 -1.0000 12.000 WIND LOAD LWL3D 9.168 0.1000 0.1800 -0.1400 0.1000 12.000 WIND LOAD LWL4D 9.168 0.1000 -0.1400 0.1800 0.1000 12.000 WIND LOAD WL3D 9.168 -0.0300 -1.2400 -1.0200 -0.9700 12.000 Right WIND LOAD WL4D 9.168 1.0700 -0.1400 0.0800 0.1300 12.000 Right LOAD COMBINATIONS 1)1. DL 1. COLL *DEFL 60. 120. 2)1. DL 1. COLL 1. PLLR1 *DEFL 60. 120. 3)1. DL 1. LL 1. COLL *DEFL 60. 120. 4)1.1325 DL 1.05 EQ *DEFL 50. 120. 5)1.1325 DL -1.05 EQ *DEFL 50. 120. 6)1.1325 DL 1.1325 COLL 1.05 EQ *DEFL 50. 120. 7)1.1325 DL 1.1325 COLL -1.05 EQ *DEFL 50. 120. 8)0.4675 DL 1.05 EQ *DEFL 50. 120. 9)0.4675 DL -1.05 EQ *DEFL 50. 120. 10)0.71072 DL 2.5 EQ *TYPE R *APP C 11)0.71072 DL -2.5 EQ *TYPE R *APP C 12)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP C 13)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP C 14)0.71072 DL 2.5 EQ *TYPE R *APP B 15)0.71072 DL -2.5 EQ *TYPE R *APP B 16)1.38928 DL 1.38928 COLL 2.5 EQ *TYPE R *APP B 17)1.38928 DL 1.38928 COLL -2.5 EQ *TYPE R *APP B 18)1. DL 0.6 WL1 19)1. DL 0.6 WL2 20)1. DL 0.6 LWL1 21)1. DL 0.6 LWL2 22)1. DL 0.6 LWL3 23)1. DL 0.6 LWL4 24)1. DL 0.6 WL3 25)1. DL 0.6 WL4 26)0.6 DL 0.6 WL1 27)0.6 DL 0.6 WL2 28)0.6 DL 0.6 LWL1 29)0.6 DL 0.6 LWL2 30)0.6 DL 0.6 LWL3 31)0.6 DL 0.6 LWL4 32)0.6 DL 0.6 WL3 33)0.6 DL 0.6 WL4 34)0.6 MWL1 *TYPE M 35)0.6 MWL2 *TYPE M 36)1. DL 1. COLL 0.6 WL1 37)1. DL 1. COLL 0.6 WL2 38)1. DL 1. COLL 0.6 LWL1 39)1. DL 1. COLL 0.6 LWL2 40)1. DL 1. COLL 0.6 LWL3 41)1. DL 1. COLL 0.6 LWL4 42)1. DL 1. COLL 0.6 WL3 43)1. DL 1. COLL 0.6 WL4 44)1. DL 0.75 LL 1. COLL 0.45 WL1 45)1. DL 0.75 LL 1. COLL 0.45 WL2 46)1. DL 0.75 LL 1. COLL 0.45 LWL1 47)1. DL 0.75 LL 1. COLL 0.45 LWL2 48)1. DL 0.75 LL 1. COLL 0.45 LWL3 49)1. DL 0.75 LL 1. COLL 0.45 LWL4 50)1. DL 0.75 LL 1. COLL 0.45 WL3 51)1. DL 0.75 LL 1. COLL 0.45 WL4 52)1. DL 1. COLL 1. RS 53)1. DL 1. COLL 1. LS 54)1. LL *DEFL 60. 180. *TYPE D 55)1. WL1D *DEFL 60. 180. *TYPE D 56)1. WL2D *DEFL 60. 180. *TYPE D 57)1. LWL1D *DEFL 60. 180. *TYPE D 58)1. LWL2D *DEFL 60. 180. *TYPE D 59)1. LWL3D *DEFL 60. 180. *TYPE D 60)1. LWL4D *DEFL 60. 180. *TYPE D 61)1. WL3D *DEFL 60. 180. *TYPE D 62)1. WL4D *DEFL 60. 180. *TYPE D 63)1.38928 DL 1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 64)1.38928 DL -1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 65)0.71072 DL 1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 66)0.71072 DL -1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 67)1.38928 DL 1.38928 COLL 1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 68)1.38928 DL 1.38928 COLL -1. EQ *DEFL 50. 0. *TYPE D *EQCD 3.0 END Metallic Building Systems User: mmfarahani Page: F1- 2 R-Frame Design Program - Version V8.15 Job : 31650A Building Grid label legend File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : B Frame Number : 1 No. of Frames : 3 Left Column : Column @ * - A Right Support : Support @ * - B *Frames located @ 4 3 2 Metallic Building Systems User: mmfarahani Page: F1- 3 R-Frame Design Program - Version V8.15 Job : 31650A Code Summary Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Building :B Frame Number :1 Location: frame lines 2-4 No. of Frames: 3 2019 CALIFORNIA BUILDING CODE Main Code Requirements Per : International Building Code 2018 Edition Supporting Design Manual(s): 2016 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left (feet)............................................. 16.000 Horizontal width from left to right steel line (feet)............... 12.000 Horizontal distance to ridge from left side (feet).................. 12.000 Roof Slope Left (rise:12)........................................... 4.000 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 8.000 Frame Rafter Inset left & right side (inches)....................... 8.250 Girt depth left & right side (inches)............................... 8.000 Frame Column Inset left & right side (inches)....................... 8.250 Tributary Width left side (feet).................................... 21.000 ..................................from Height 0.00 to Height 16.00 Tributary Width roof (feet)......................................... 21.000 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... 2.653 Frame Rafter Dead Weight (psf)...................................... 0.560 Total Roof Dead Weight (psf)........................................ 3.213 Collateral Load to Frame Rafter (psf)............................... 1.000 Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000 Design Roof Live Load Used (psf).................................... 19.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor Entered [Ce] .................................. 0.900 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 0.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 PATTERN LIVE LOADING(s) ----------------------- 1) Any two adjacent spans loaded with 100% of the roof load & all the remaining spans loaded with 0% (min. of 3 spans). 100% 100% 0% ================ ^ ^ ^ ^ 2) Alternate spans loaded with 100% of the roof load & all the remaining spans loaded with 0% (min. of 2 spans). 100% 0% 100% 0% 100% ========================== ^ ^ ^ ^ ^ ^ Metallic Building Systems User: mmfarahani Page: F1- 4 R-Frame Design Program - Version V8.15 Job : 31650A Wind Summary Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition Eave height Left (feet)............................................. 16.000 Wind Elevation on left column (feet)................................ 20.000 Wind Elevation on right column (feet)............................... 20.000 Total frame width (feet)............................................ 12.000 Total building length (feet)........................................ 60.000 Number of primary wind loadings .................................... 18 Metallic Building Systems User: mmfarahani Page: F1- 5 R-Frame Design Program - Version V8.15 Job : 31650A Continue Wind Summary Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition *** PRIMARY WIND COEFFICIENTS FOR LEAN-TO FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.970 -1.020(100.0%) -1.240( 0.0%) -0.030 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.130 0.080(100.0%) -0.140( 0.0%) 1.070 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -0.920(100.0%) -1.240( 0.0%) -1.000 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -1.240(100.0%) -0.920( 0.0%) -1.000 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 0.180(100.0%) -0.140( 0.0%) 0.100 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 -0.140(100.0%) 0.180( 0.0%) 0.100 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.030 -1.240(100.0%) -1.020( 0.0%) -0.970 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 1.070 -0.140(100.0%) 0.080( 0.0%) 0.130 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Metallic Building Systems User: mmfarahani Page: F1- 6 R-Frame Design Program - Version V8.15 Job : 31650A Load Combinations Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL N A 2) DL +COLL +PLLR1 N A 3) DL +LL +COLL N A 4) 1.1325DL +1.05EQ N A 5) 1.1325DL -1.05EQ N A 6) 1.1325DL +1.1325COLL +1.05EQ N A 7) 1.1325DL +1.1325COLL -1.05EQ N A 8) 0.4675DL +1.05EQ N A 9) 0.4675DL -1.05EQ N A 10) 0.7107DL +2.5EQ N C R 11) 0.7107DL -2.5EQ N C R 12) 1.3893DL +1.3893COLL +2.5EQ N C R 13) 1.3893DL +1.3893COLL -2.5EQ N C R 14) 0.7107DL +2.5EQ N B R 15) 0.7107DL -2.5EQ N B R 16) 1.3893DL +1.3893COLL +2.5EQ N B R 17) 1.3893DL +1.3893COLL -2.5EQ N B R 18) DL +0.6WL1 N A 19) DL +0.6WL2 N A 20) DL +0.6LWL1 N A 21) DL +0.6LWL2 N A 22) DL +0.6LWL3 N A 23) DL +0.6LWL4 N A 24) DL +0.6WL3 N A 25) DL +0.6WL4 N A 26) 0.6DL +0.6WL1 N A 27) 0.6DL +0.6WL2 N A 28) 0.6DL +0.6LWL1 N A 29) 0.6DL +0.6LWL2 N A 30) 0.6DL +0.6LWL3 N A 31) 0.6DL +0.6LWL4 N A 32) 0.6DL +0.6WL3 N A 33) 0.6DL +0.6WL4 N A 34) 0.6MWL1 N M 35) 0.6MWL2 N M 36) DL +COLL +0.6WL1 N A 37) DL +COLL +0.6WL2 N A 38) DL +COLL +0.6LWL1 N A 39) DL +COLL +0.6LWL2 N A 40) DL +COLL +0.6LWL3 N A 41) DL +COLL +0.6LWL4 N A 42) DL +COLL +0.6WL3 N A 43) DL +COLL +0.6WL4 N A 44) DL +0.75LL +COLL +0.45WL1 N A 45) DL +0.75LL +COLL +0.45WL2 N A 46) DL +0.75LL +COLL +0.45LWL1 N A 47) DL +0.75LL +COLL +0.45LWL2 N A 48) DL +0.75LL +COLL +0.45LWL3 N A 49) DL +0.75LL +COLL +0.45LWL4 N A 50) DL +0.75LL +COLL +0.45WL3 N A Metallic Building Systems User: mmfarahani Page: F1- 7 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) DL +0.75LL +COLL +0.45WL4 N A 52) DL +COLL +RS N A 53) DL +COLL +LS N A 54) LL D 55) WL1D D 56) WL2D D 57) LWL1D D 58) LWL2D D 59) LWL3D D 60) LWL4D D 61) WL3D D 62) WL4D D 63) 1.3893DL +EQ D E 64) 1.3893DL -EQ D E 65) 0.7107DL +EQ D E 66) 0.7107DL -EQ D E 67) 1.3893DL +1.3893COLL +EQ D E 68) 1.3893DL +1.3893COLL -EQ D E Metallic Building Systems User: mmfarahani Page: F1- 8 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load COLL = Roof Collateral Load PLLR1 = Pattern Live Load Right Leanto/Canopy [PLLRxx] LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Metallic Building Systems User: mmfarahani Page: F1- 9 R-Frame Design Program - Version V8.15 Job : 31650A Canopy Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Left Side Canopy Data --------------------- Canopy #1 : At Eave Canopy w/ Flush purlin Width (horizontal projection from steel line) (feet)...... 2.0000 Length (used for drifting snow only) (feet)............... 64.0000 Canopy bay size (feet).................................... 19.8330 Roof height at the wall(feet)............................. 16.0000 Roof height at the free end (feet)........................ 15.3333 Roof slope (rise:12)...................................... 4.0000 Purlin depth (inches) .................................... 8.0000 Minimum cap plate width (inches) ......................... 5.0000 Minimum cap plate thickness (inches)...................... 0.1780 Canopy beam flange thickness (inches)..................... 0.2050 Canopy beam vertical web height at the steel line (inches) 7.4800 Connection plate thickness (inches)....................... 0.0000 Canopy Design Loads ------------------- Snow Thermal Factor [Ct] -- Unheated Canopy 1.2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1.0000 Total Canopy Dead Load (psf).............................. 4.5080 Canopy Collateral Load (psf).............................. 0.0000 Canopy Live Load Entered (psf)............................ 20.0000 Canopy Live Load Used (psf)............................... 20.0000 Design Snow Load Used (psf)............................... 0.0000 Unbalanced Snow Load Used (psf)........................... 0.0000 Canopy wind elevation (feet).............................. 19.6667 Number of wind arrays .................................... 18 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff. Design Load Array (psf) WL1 -0.470 -9.57 WL2 -0.470 -9.57 LWL1 -0.370 -7.53 LWL2 -0.690 -14.04 LWL3 0.730 14.86 LWL4 0.410 8.34 MWL1 -0.470 -9.57 MWL2 -1.390 -28.29 WL3 -1.390 -28.29 WL4 -1.390 -28.29 WL1D -0.470 -4.31 WL2D -0.470 -4.31 LWL1D -0.370 -3.39 LWL2D -0.690 -6.33 LWL3D 0.730 6.69 LWL4D 0.410 3.76 WL3D -1.390 -12.74 WL4D -1.390 -12.74 * CANOPY LOADS GENERATED ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 1 LC DL GLOB Y C 15.50 -0.179 -1.00 CANOPY LOAD 2 LC LL GLOB Y C 15.50 -0.793 -1.00 CANOPY LOAD 3 LC LS GLOB Y C 15.50 0.000 -1.00 CANOPY LOAD 4 LC RS GLOB Y C 15.50 0.000 -1.00 CANOPY LOAD 5 LC WL1 GLOB Y C 15.50 0.379 -1.00 CANOPY LOAD 6 LC WL1 GLOB X C 15.50 -0.126 0.00 CANOPY LOAD 7 LC WL2 GLOB Y C 15.50 0.379 -1.00 CANOPY LOAD 8 LC WL2 GLOB X C 15.50 -0.126 0.00 CANOPY LOAD 9 LC LWL1 GLOB Y C 15.50 0.299 -1.00 CANOPY LOAD 10 LC LWL1 GLOB X C 15.50 -0.100 0.00 CANOPY LOAD 11 LC LWL2 GLOB Y C 15.50 0.557 -1.00 CANOPY LOAD 12 LC LWL2 GLOB X C 15.50 -0.186 0.00 CANOPY LOAD 13 LC LWL3 GLOB Y C 15.50 -0.589 -1.00 CANOPY LOAD 14 LC LWL3 GLOB X C 15.50 0.196 0.00 CANOPY LOAD 15 LC LWL4 GLOB Y C 15.50 -0.331 -1.00 CANOPY LOAD 16 LC LWL4 GLOB X C 15.50 0.110 0.00 CANOPY LOAD 17 LC MWL1 GLOB Y C 15.50 0.379 -1.00 CANOPY LOAD 18 LC MWL1 GLOB X C 15.50 -0.126 0.00 CANOPY LOAD 19 LC MWL2 GLOB Y C 15.50 1.122 -1.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F1- 10 R-Frame Design Program - Version V8.15 Job : 31650A Continued Canopy Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- * CANOPY LOADS GENERATED (continued) ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 20 LC MWL2 GLOB X C 15.50 -0.374 0.00 CANOPY LOAD 21 LC WL3 GLOB Y C 15.50 1.122 -1.00 CANOPY LOAD 22 LC WL3 GLOB X C 15.50 -0.374 0.00 CANOPY LOAD 23 LC WL4 GLOB Y C 15.50 1.122 -1.00 CANOPY LOAD 24 LC WL4 GLOB X C 15.50 -0.374 0.00 CANOPY LOAD 25 LC WL1D GLOB Y C 15.50 0.171 -1.00 CANOPY LOAD 26 LC WL1D GLOB X C 15.50 -0.057 0.00 CANOPY LOAD 27 LC WL2D GLOB Y C 15.50 0.171 -1.00 CANOPY LOAD 28 LC WL2D GLOB X C 15.50 -0.057 0.00 CANOPY LOAD 29 LC LWL1D GLOB Y C 15.50 0.135 -1.00 CANOPY LOAD 30 LC LWL1D GLOB X C 15.50 -0.045 0.00 CANOPY LOAD 31 LC LWL2D GLOB Y C 15.50 0.251 -1.00 CANOPY LOAD 32 LC LWL2D GLOB X C 15.50 -0.084 0.00 CANOPY LOAD 33 LC LWL3D GLOB Y C 15.50 -0.265 -1.00 CANOPY LOAD 34 LC LWL3D GLOB X C 15.50 0.088 0.00 CANOPY LOAD 35 LC LWL4D GLOB Y C 15.50 -0.149 -1.00 CANOPY LOAD 36 LC LWL4D GLOB X C 15.50 0.050 0.00 CANOPY LOAD 37 LC WL3D GLOB Y C 15.50 0.505 -1.00 CANOPY LOAD 38 LC WL3D GLOB X C 15.50 -0.168 0.00 CANOPY LOAD 39 LC WL4D GLOB Y C 15.50 0.505 -1.00 CANOPY LOAD 40 LC WL4D GLOB X C 15.50 -0.168 0.00 CANOPY LOAD Metallic Building Systems User: mmfarahani Page: F1- 11 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC DL GLOB Y C 15.504 -0.1790 N/A -1.000 2 LC LL GLOB Y C 15.504 -0.7930 N/A -1.000 3 LC LS GLOB Y C 15.504 0.0000 N/A -1.000 4 LC RS GLOB Y C 15.504 0.0000 N/A -1.000 5 LC WL1 GLOB Y C 15.504 0.3790 N/A -1.000 6 LC WL1 GLOB X C 15.504 -0.1260 N/A 0.000 7 LC WL2 GLOB Y C 15.504 0.3790 N/A -1.000 8 LC WL2 GLOB X C 15.504 -0.1260 N/A 0.000 9 LC LWL1 GLOB Y C 15.504 0.2990 N/A -1.000 10 LC LWL1 GLOB X C 15.504 -0.1000 N/A 0.000 11 LC LWL2 GLOB Y C 15.504 0.5570 N/A -1.000 12 LC LWL2 GLOB X C 15.504 -0.1860 N/A 0.000 13 LC LWL3 GLOB Y C 15.504 -0.5890 N/A -1.000 14 LC LWL3 GLOB X C 15.504 0.1960 N/A 0.000 15 LC LWL4 GLOB Y C 15.504 -0.3310 N/A -1.000 16 LC LWL4 GLOB X C 15.504 0.1100 N/A 0.000 17 LC MWL1 GLOB Y C 15.504 0.3790 N/A -1.000 18 LC MWL1 GLOB X C 15.504 -0.1260 N/A 0.000 19 LC MWL2 GLOB Y C 15.504 1.1220 N/A -1.000 20 LC MWL2 GLOB X C 15.504 -0.3740 N/A 0.000 21 LC WL3 GLOB Y C 15.504 1.1220 N/A -1.000 22 LC WL3 GLOB X C 15.504 -0.3740 N/A 0.000 23 LC WL4 GLOB Y C 15.504 1.1220 N/A -1.000 24 LC WL4 GLOB X C 15.504 -0.3740 N/A 0.000 25 LC WL1D GLOB Y C 15.504 0.1710 N/A -1.000 26 LC WL1D GLOB X C 15.504 -0.0570 N/A 0.000 27 LC WL2D GLOB Y C 15.504 0.1710 N/A -1.000 28 LC WL2D GLOB X C 15.504 -0.0570 N/A 0.000 29 LC LWL1D GLOB Y C 15.504 0.1350 N/A -1.000 30 LC LWL1D GLOB X C 15.504 -0.0450 N/A 0.000 31 LC LWL2D GLOB Y C 15.504 0.2510 N/A -1.000 32 LC LWL2D GLOB X C 15.504 -0.0840 N/A 0.000 33 LC LWL3D GLOB Y C 15.504 -0.2650 N/A -1.000 34 LC LWL3D GLOB X C 15.504 0.0880 N/A 0.000 35 LC LWL4D GLOB Y C 15.504 -0.1490 N/A -1.000 36 LC LWL4D GLOB X C 15.504 0.0500 N/A 0.000 37 LC WL3D GLOB Y C 15.504 0.5050 N/A -1.000 38 LC WL3D GLOB X C 15.504 -0.1680 N/A 0.000 39 LC WL4D GLOB Y C 15.504 0.5050 N/A -1.000 40 LC WL4D GLOB X C 15.504 -0.1680 N/A 0.000 41 LR DL XREF Y U 0.000 -0.0557 N/A 0.000 42 LC SW GLOB Y U 0.000 -0.0221 N/A 0.000 43 LR SW GLOB Y U 0.000 -0.0118 N/A 0.000 44 LR LL XREF Y U 0.000 -0.3990 N/A 0.000 45 LR PLLR1 XREF Y U 0.000 -0.3990 N/A 12.000 46 LR COLL XREF Y U 0.000 -0.0210 N/A 0.000 47 LC WL1 MEMB Y U 0.000 0.4146 N/A 0.000 48 LR WL1 MEMB Y U 0.000 0.4360 N/A 0.000 49 LC WL2 MEMB Y U 0.000 -0.0556 N/A 0.000 50 LR WL2 MEMB Y U 0.000 -0.0342 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F1- 12 R-Frame Design Program - Version V8.15 Job : 31650A Load Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- 51 LC LWL1 MEMB Y U 0.000 0.4274 N/A 0.000 52 LR LWL1 MEMB Y U 0.000 0.3932 N/A 0.000 53 LC LWL2 MEMB Y U 0.000 0.4274 N/A 0.000 54 LR LWL2 MEMB Y U 0.000 0.5300 N/A 0.000 55 LC LWL3 MEMB Y U 0.000 -0.0427 N/A 0.000 56 LR LWL3 MEMB Y U 0.000 -0.0769 N/A 0.000 57 LC LWL4 MEMB Y U 0.000 -0.0427 N/A 0.000 58 LR LWL4 MEMB Y U 0.000 0.0598 N/A 0.000 59 LC MWL1 MEMB Y U 0.000 0.1680 N/A 0.000 60 LR MWL1 GLOB X U 0.000 -0.0531 N/A 12.649 61 LC MWL2 MEMB Y U 0.000 -0.1680 N/A 0.000 62 LR MWL2 GLOB X U 0.000 0.0531 N/A 12.649 63 LC WL3 MEMB Y U 0.000 0.0128 N/A 0.000 64 LR WL3 MEMB Y U 0.000 0.5300 N/A 0.000 65 LC WL4 MEMB Y U 0.000 -0.4573 N/A 0.000 66 LR WL4 MEMB Y U 0.000 0.0598 N/A 0.000 67 LC WL1D MEMB Y U 0.000 0.1868 N/A 0.000 68 LR WL1D MEMB Y U 0.000 0.1964 N/A 0.000 69 LC WL2D MEMB Y U 0.000 -0.0250 N/A 0.000 70 LR WL2D MEMB Y U 0.000 -0.0154 N/A 0.000 71 LC LWL1D MEMB Y U 0.000 0.1925 N/A 0.000 72 LR LWL1D MEMB Y U 0.000 0.1771 N/A 0.000 73 LC LWL2D MEMB Y U 0.000 0.1925 N/A 0.000 74 LR LWL2D MEMB Y U 0.000 0.2387 N/A 0.000 75 LC LWL3D MEMB Y U 0.000 -0.0193 N/A 0.000 76 LR LWL3D MEMB Y U 0.000 -0.0347 N/A 0.000 77 LC LWL4D MEMB Y U 0.000 -0.0193 N/A 0.000 78 LR LWL4D MEMB Y U 0.000 0.0270 N/A 0.000 79 LC WL3D MEMB Y U 0.000 0.0058 N/A 0.000 80 LR WL3D MEMB Y U 0.000 0.2387 N/A 0.000 81 LC WL4D MEMB Y U 0.000 -0.2060 N/A 0.000 82 LR WL4D MEMB Y U 0.000 0.0270 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F1- 13 R-Frame Design Program - Version V8.15 Job : 31650A Seismic Summary Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Seismic Force Resisting System Per : ASCE 7 Standard 2016 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 118.3000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 42.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Design Category ............................................ D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.2000 Seismic Site Coefficient [Fv] ...................................... 1.8750 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.4196 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7969 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.9464 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.5312 Sds and Sd1 values .......................................... Code-calculated Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 18.0000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2827 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.5000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.0000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2704 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 0.001 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.000 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 1.047 Wall Weight = 0.000 Collateral Load = 0.143 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 1.190 kips Total Roof Weight = 1.190 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 1.190 kips X X Seismic Coeff. = 0.2704 ------------------------------------- BASE SHEAR = 0.3218 kips Seismic Load for Roof at col # 1 = 0.3218 kips Seismic Load for Roof at col # 2 = 0.0000 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.3218 kips * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 83 LC EQ YREF X C 15.213 0.3218 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F1- 14 R-Frame Design Program - Version V8.15 Job : 31650A Forces and Allowable Stresses Summary File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Left Column Analysis Length = 15.21 ft Kx = 1.00 Weight = 336. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 1 10.00 10.200 10.200 W10X22 0.2400 in 50.0 2 4.92 10.200 10.200 W10X22 0.2400 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 105 -0.7 7.4 0.1 7.6 20.0 33.6 20.0 0.00 0.20 0.12 0.20 43 201 -3.3 5.4 -0.5 7.6 19.7 33.6 20.0 0.01 0.18 0.12 0.18 51 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 11.03 ft Kx = 1.00 Weight = 133. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 3 11.30 9.870 9.870 W10X12 0.1900 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 308 -0.1 6.6 0.2 11.5 33.4 26.6 20.0 0.00 0.22 0.28 0.28 2 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 469. lbs Metallic Building Systems User: mmfarahani Page: F1- 15 R-Frame Design Program - Version V8.15 Job : 31650A Anchor Rod and Base Plate Design File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ====================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. F1554, Gr. 36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.2000 Plate Size : 6.0000 x 10.2000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 2.905 38.436 29 0.08 Rod Shear 2.025 0.000 23.061 25 0.09 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 5.750 26.682 0.937 29 0.04 Outer Flg 0.31250 5.750 26.682 0.937 29 0.04 Web Plate 0.18750 9.480 26.395 2.209 29 0.08 Metallic Building Systems User: mmfarahani Page: F1- 16 R-Frame Design Program - Version V8.15 Job : 31650A Leanto Boss Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- BOSS DESIGN SEGMENT STARTING ENDING WEB OUTER FLANGE INNER FLANGE SEG LENGTH WEB DEPTH WEB DEPTH THICKNESS WIDTH THICKNESS WIDTH THICKNESS NUM (FEET) (INCHES) (INCHES) (INCHES) (IN.) (IN.) (IN.) (IN.) --- ------ --------- --------- --------- --------------- --------------- 1 0.725 12.2000 9.4500 0.1340 5.00 x 0.2500 5.00 x 0.2500 FY= 55.00 KSI FU= 70.00 KSI LENGTH= 8.70 INCHES WEIGHT= 9.7 LBS. Metallic Building Systems User: mmfarahani Page: F1- 17 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.75 x 0.3600 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: O.S. - 3.96 x 0.2100 in. I.S. - 3.96 x 0.2100 in. Web Depth - 9.961 in. Web Thickness 0.190 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 2.049 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.302 in. XTI top (ins) - 1.966 in. Bolt Spacing - 2.500 in. Angle top -108.4 degrees Angle bot - 71.6 degrees Plate Length - 6.049 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 21) DL +0.6LWL2 0.00 2.43 -2.30 0.00 2.43 -2.30 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1211 Plate Unity Check (O.S.) = 0.3171 Weld Unity Check = 0.1847 Metallic Building Systems User: mmfarahani Page: F1- 18 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 2 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.00 x 0.2500 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 3.96 x 0.2100 in. O.S. - 5.00 x 0.2500 in. I.S. - 3.96 x 0.2100 in. I.S. - 5.00 x 0.2500 in. Web Depth - 9.961 in. Web Depth - 9.961 in. Web Thickness 0.190 in. Web Thickness 0.190 in. Gage - 2.500 in. Gage - 2.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (ins) - 1.841 in. Pf top (ins) - 2.007 in. BFCD top (ins) - 1.500 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.302 in. Rise top (ins) - 0.302 in. XTI top (ins) - 1.924 in. XTI top (ins) - 1.924 in. Bolt Spacing - 2.500 in. Bolt Spacing - 2.500 in. Angle top - 71.6 degrees Angle top -108.4 degrees Angle bot -108.4 degrees Angle bot - 90.0 degrees Plate Length - 6.007 in. Plate Length - 6.007 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 21) DL +0.6LWL2 -0.00 3.54 0.31 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1216 Plate Unity Check (O.S.) = 0.4619 Weld Unity Check = 0.1723 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0.1875 7.9200 33.0767 0.8276 21 0.0250 Outer Flg Fillet-BS 0.1875 7.9200 33.0767 0.8276 21 0.0250 Web Plate Fillet-BS 0.1875 19.9223 55.4685 2.5798 3 0.0465 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Metallic Building Systems User: mmfarahani Page: F1- 19 R-Frame Design Program - Version V8.15 Job : 31650A Knee and Stiffener Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Left Knee Design ================ Knee Web Thickness : Use 0.2400 in. Thick Web Column Cap Plate : 6.0000 X 0.2500 in. Metallic Building Systems User: mmfarahani Page: F1- 20 R-Frame Design Program - Version V8.15 Job : 31650A Flange Brace Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 16'0 @ FLOOR Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 3'0 @ EAVE 1 @ 4'0 1 @ 2'0 @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter : Measured along T.F. from left steel line - Right Rafter : Measured along T.F. from right steel line - Ext. Columns : Measured along T.F. from base -------------------------------------------------------------------------------- LFT RAFTER 3.16 6.32 10.54 (C) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- Metallic Building Systems User: mmfarahani Page: F1- 21 R-Frame Design Program - Version V8.15 Job : 31650A Primary Deflection Report File: ltfrar_2-4.fra Date: 9/22/21 lt 12./16./20. 20./100./0. Start Time: 18:28:34 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Neg. Max -0.004 -0.004 Load Comb 58 3 Defl. H/999 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.090 in. 6.38 ft. 0.049 in. 6.38 ft. Load Comb 2 61 Defl. L/999 L/999 ============================================================================== Vertical Clearance at the Left Knee is 14.9278 feet Vertical Clearance at the Right Knee is 17.8889 feet Metallic Page: 1 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Windforce-resistance System Per: 2016 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 100 mph Main framing wind load and coefficients Enclosed Building, Normal Building Category, EXPOSURE C 90% of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 6 feet of wall corners Velocity pressure coefficient ( Kh )................................ 0.928588 Ground Elevation Factor ( Ke )...................................... 0.996603 Directionality Factor ( Kd )........................................ 0.85 Basic Pressure ( Qh )............................................... 20.13743 Topographic factor - at mean roof height = 1.0000 Windward wall...................... [GCpf-GCpi]= 0.6947 P= 13.990 psf Leeward wall....................... [GCpf-GCpi]= -0.1235 P= -2.488 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 1.648 TOTAL 1.399 @ FRAME LINE 1 0.249 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 1.977 2.87 2.87 4.79 2 3.296 TOTAL 2.798 @ FRAME LINE 1 0.498 @ FRAME LINE 4 0.5000" ROD 5.000' Transfered = 0.000 0.00 0.00 4.79 3 0.000 TOTAL 0.5000" ROD 5.000' Transfered = 0.000 0.00 0.00 4.79 4 3.296 TOTAL 2.798 @ FRAME LINE 1 0.498 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 1.977 2.87 2.87 4.79 5 2.522 TOTAL 2.571 @ FRAME LINE 1 -0.049 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ Metallic Page: 2 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 3.296 Transfered from roof Tier 1 20.00' 1.648 TOTAL 1.399 @ FRAME LINE 1 0.249 @ FRAME LINE 4 Transfered = 4.944 0.6*W = 0.6 * 4.944 = 2.97 Load / Bay = 2.97 / 1 bays = 2.97 Brace T / Bay = 4.19 Rod Design = 0.7500" ROD Brace Allowable = 10.60 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 3.995 Transfered from roof Tier 1 20.00' 2.522 TOTAL 2.571 @ FRAME LINE 1 -0.049 @ FRAME LINE 4 Transfered = 6.518 ** See portal frame for load application Metallic Page: 3 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Windforce-resistance System Per: 2016 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 100 mph Main framing wind load and coefficients Enclosed Building, Normal Building Category, EXPOSURE C 90% of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 6 feet of wall corners Velocity pressure coefficient ( Kh )................................ 0.928588 Ground Elevation Factor ( Ke )...................................... 0.996603 Directionality Factor ( Kd )........................................ 0.85 Basic Pressure ( Qh )............................................... 20.13743 Topographic factor - at mean roof height = 1.0000 Windward wall...................... [GCpf-GCpi]= 0.6947 P= 13.990 psf Leeward wall....................... [GCpf-GCpi]= -0.1235 P= -2.488 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 1.648 TOTAL 0.249 @ FRAME LINE 1 1.399 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 1.977 2.87 2.87 4.79 2 3.296 TOTAL 0.498 @ FRAME LINE 1 2.798 @ FRAME LINE 4 0.5000" ROD 5.000' Transfered = 0.000 0.00 0.00 4.79 3 0.000 TOTAL 0.5000" ROD 5.000' Transfered = 0.000 0.00 0.00 4.79 4 3.296 TOTAL 0.498 @ FRAME LINE 1 2.798 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 1.977 2.87 2.87 4.79 5 2.522 TOTAL -0.049 @ FRAME LINE 1 2.571 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ Metallic Page: 4 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 3.296 Transfered from roof Tier 1 20.00' 1.648 TOTAL 0.249 @ FRAME LINE 1 1.399 @ FRAME LINE 4 Transfered = 4.944 0.6*W = 0.6 * 4.944 = 2.97 Load / Bay = 2.97 / 1 bays = 2.97 Brace T / Bay = 4.19 Rod Design = 0.7500" ROD Brace Allowable = 10.60 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 3.995 Transfered from roof Tier 1 20.00' 2.522 TOTAL -0.049 @ FRAME LINE 1 2.571 @ FRAME LINE 4 Transfered = 6.518 ** See portal frame for load application Metallic Page: 5 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Seismic-resistance System Per: 2016 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type................................................... D Seismic design category............................................. D Mapped spectral response accel. for short periods (Ss).............. 1.183 Mapped spectral response accel. for 1 second periods (S1)........... 0.425 Design, 5% damped, spectral response accel. at short periods (Sds).. 0.9464 Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.53125 Sds and Sd1 values.............................................Code-Calculated Longitudinal Building Period (T).................................... 0.209 Seismic Reliability/Redundancy Factor............................... 1.3 Seismic Importance Factor (I)....................................... 1 Building minimum longitudinal R value............................... 3.25 Building minimum transverse R value................................. 3.25 Roof dead load included in Seismic force "W" (psf) ................. 4.618 Roof collateral load included in Seismic force "W" (psf) ........... 5.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 7.330 TOTAL 0.492 @ FRAME LINE 1, 4 2.115 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 10.446 2.77 4.02 4.02 4.79 2 8.694 TOTAL 0.740 @ FRAME LINE 1, 4 2.405 @ BAY 1, 2, 3 0.5000" ROD 5.000' Transfered = 1.751 0.46 0.48 0.48 4.79 3 3.503 TOTAL 0.309 @ FRAME LINE 1, 4 0.962 @ BAY 1, 2, 3 0.5000" ROD 5.000' Transfered = 1.751 0.46 0.48 0.48 4.79 4 8.694 TOTAL 0.740 @ FRAME LINE 1, 4 2.405 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 10.446 2.77 4.02 4.02 4.79 5 8.924 TOTAL 0.492 @ FRAME LINE 1, 4 0.068 @ FRAME LINE 2, 3 2.601 @ BAY 1, 2, 3 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 6 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 10.446 Transfered from roof Tier 1 20.00' 7.330 TOTAL 0.492 @ FRAME LINE 1, 4 2.115 @ BAY 1, 2, 3 Transfered = 17.776 Weight (W) V = Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.95)/((3.25)/(1.00))(17.78) = 5.18 0.7*Omega*V = 0.7*2.00*5.176 = 7.25 Brace T = 10.25 Brace T / Bay = 10.25 / 1 bays =10.25 Rod Design = 0.7500" ROD Brace Allowable = 12.72 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 13.189 Transfered from roof Tier 1 20.00' 8.924 TOTAL 0.492 @ FRAME LINE 1, 4 0.068 @ FRAME LINE 2, 3 2.601 @ BAY 1, 2, 3 Transfered = 22.114 Weight (W) V = Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.95)/((3.25)/(1.00))(22.11) = 6.44 ** See portal frame for load application Metallic Page: 7 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Seismic-resistance System Per: 2016 ASCE 7 Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type................................................... D Seismic design category............................................. D Mapped spectral response accel. for short periods (Ss).............. 1.183 Mapped spectral response accel. for 1 second periods (S1)........... 0.425 Design, 5% damped, spectral response accel. at short periods (Sds).. 0.9464 Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.53125 Sds and Sd1 values.............................................Code-Calculated Longitudinal Building Period (T).................................... 0.209 Seismic Reliability/Redundancy Factor............................... 1.3 Seismic Importance Factor (I)....................................... 1 Building minimum longitudinal R value............................... 3.25 Building minimum transverse R value................................. 3.25 Roof dead load included in Seismic force "W" (psf) ................. 4.618 Roof collateral load included in Seismic force "W" (psf) ........... 5.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 7.330 TOTAL 0.492 @ FRAME LINE 1, 4 2.115 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 10.446 2.77 4.02 4.02 4.79 2 8.694 TOTAL 0.740 @ FRAME LINE 1, 4 2.405 @ BAY 1, 2, 3 0.5000" ROD 5.000' Transfered = 1.751 0.46 0.48 0.48 4.79 3 3.503 TOTAL 0.309 @ FRAME LINE 1, 4 0.962 @ BAY 1, 2, 3 0.5000" ROD 5.000' Transfered = 1.751 0.46 0.48 0.48 4.79 4 8.694 TOTAL 0.740 @ FRAME LINE 1, 4 2.405 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 10.446 2.77 4.02 4.02 4.79 5 8.924 TOTAL 0.492 @ FRAME LINE 1, 4 0.068 @ FRAME LINE 2, 3 2.601 @ BAY 1, 2, 3 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 8 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 10.446 Transfered from roof Tier 1 20.00' 7.330 TOTAL 0.492 @ FRAME LINE 1, 4 2.115 @ BAY 1, 2, 3 Transfered = 17.776 Weight (W) V = Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.95)/((3.25)/(1.00))(17.78) = 5.18 0.7*Omega*V = 0.7*2.00*5.176 = 7.25 Brace T = 10.25 Brace T / Bay = 10.25 / 1 bays =10.25 Rod Design = 0.7500" ROD Brace Allowable = 12.72 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 13.189 Transfered from roof Tier 1 20.00' 8.924 TOTAL 0.492 @ FRAME LINE 1, 4 0.068 @ FRAME LINE 2, 3 2.601 @ BAY 1, 2, 3 Transfered = 22.114 Weight (W) V = Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.95)/((3.25)/(1.00))(22.11) = 6.44 ** See portal frame for load application Metallic Page: 9 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:51 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 6 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 0.91E3-1 14) 1.13D + 1.13C + 0.91E4-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E3-1= Seismic load Case 1 E4-1= Seismic load Case 2 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 2.333 8X2.5Z16 4.333 3 0.068 shear+bending 6 L/ 140 deflection 1 19.667 8X2.5Z16 4.333 0 1.4791 3 0.585 axial+bending & 2 discrete brace pt 6 L/ 503 deflection 2 20.000 8X2.5Z16 4.333 1.4791 1.4791 6 0.525 axial+bending & 2 discrete brace pt 3 L/4423 deflection 3 19.667 8X2.5Z16 4.333 1.479 1 0.585 axial+bending & 2 discrete brace pt 8 L/ 503 deflection RE 2.333 8X2.5Z16 4.333 1 0.068 shear+bending 8 L/ 140 deflection Total line design weight is 195.5 lbs. Metallic Page: 10 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:52 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 0.91E3-1 14) 1.13D + 1.13C + 0.91E4-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E3-1= Seismic load Case 1 E4-1= Seismic load Case 2 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 2.333 8X2.5Z16 3.214 3 0.050 shear+bending 6 L/ 186 deflection 1 19.667 8X2.5Z16 3.214 0 1.4791 6 0.356 shear+bending & 2 discrete brace pt 6 L/ 669 deflection 2 20.000 8X2.5Z16 3.214 1.4791 1.4791 6 0.357 shear+bending & 2 discrete brace pt 1 L/6000 deflection 3 19.667 8X2.5Z16 3.214 1.479 8 0.356 shear+bending & 2 discrete brace pt 8 L/ 669 deflection RE 2.333 8X2.5Z16 3.214 1 0.050 shear+bending 8 L/ 186 deflection Total line design weight is 195.5 lbs. Metallic Page: 11 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:52 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 6 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 0.91E3-1 14) 1.13D + 1.13C + 0.91E4-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E3-1= Seismic load Case 1 E4-1= Seismic load Case 2 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 2.333 8X2.5Z16 4.333 1 0.068 shear+bending 8 L/ 140 deflection 1 19.667 8X2.5Z16 4.333 0 1.4791 1 0.585 axial+bending & 2 discrete brace pt 8 L/ 503 deflection 2 20.000 8X2.5Z16 4.333 1.4791 1.4791 6 0.525 axial+bending & 2 discrete brace pt 3 L/4423 deflection 3 19.667 8X2.5Z16 4.333 1.479 3 0.585 axial+bending & 2 discrete brace pt 6 L/ 503 deflection RE 2.333 8X2.5Z16 4.333 3 0.068 shear+bending 6 L/ 140 deflection Total line design weight is 195.5 lbs. Metallic Page: 12 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC LOAD COMBINATIONS : 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE : WS3 = Wind load from plane EWB WS4 = Wind load from plane EWD ES3 = Seismic load from plane EWB ES4 = Seismic load from plane EWD Span Length Member, Avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- 1 19.667 8X3.5E14 4 0.070 axial 3 0.191 connection 2 20.000 8X3.5E14 3 0.408 axial 1 0.607 connection 3 19.667 8X3.5E14 3 0.070 axial 4 0.191 connection Metallic Page: 13 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 5 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWA LOAD COMBINATIONS : 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE : WS3 = Wind load from plane EWB WS4 = Wind load from plane EWD ES3 = Seismic load from plane EWB ES4 = Seismic load from plane EWD Span Length Member, Avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- 1 19.667 8X3.5E14 1 0.122 axial 1 0.332 connection 2 20.000 8X3.5E14 3 0.509 axial 1 0.849 connection 3 19.667 8X3.5E14 3 0.000 axial 1 NaN connection Metallic Page: 14 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 3 Bay 2 Bay 1 Strut Spans 20.000 feet 20.000 feet 20.000 feet ---------- ----- ------------- ------------- ------------- PLANE RPC: 1 8X3.5E14 8X3.5E14 8X3.5E14 20.000' 0.5000" ROD 2 8X2.5Z16 8X2.5Z16 8X2.5Z16 5.000' 0.5000" ROD 3 8X2.5Z16 8X2.5Z16 8X2.5Z16 5.000' 0.5000" ROD 4 8X2.5Z16 8X2.5Z16 8X2.5Z16 20.000' 0.5000" ROD 5 8X3.5E14 8X3.5E14 8X3.5E14 PLANE RPA: ---------- ----- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Sidewall Bracing: Brace Bay 3 Bay 2 Bay 1 Strut Spans 20.000 feet 20.000 feet 20.000 feet ---------- ----- ------------- ------------- ------------- PLANE SWC: 1 8X3.5E14 8X3.5E14 8X3.5E14 20.000' 0.7500" ROD ---------- ----- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Strut Spans 20.000 feet 20.000 feet 20.000 feet ---------- ----- ------------- ------------- ------------- PLANE SWA: 5 8X3.5E14 8X3.5E14 8X3.5E14 20.000' PORTAL FRAME ---------- ----- ------------- ------------- ------------- Metallic Page: 15 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Windforce-resistance System Per: 2016 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 100 mph Main framing wind load and coefficients Partially Enclosed Building, Normal Building Category, EXPOSURE C 90% of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 6 feet of wall corners Velocity pressure coefficient ( Kh )................................ 0.928588 Ground Elevation Factor ( Ke )...................................... 0.996603 Directionality Factor ( Kd )........................................ 0.85 Basic Pressure ( Qh )............................................... 20.13743 Topographic factor - at mean roof height = 1.0000 Windward wall...................... [GCpf-GCpi]= 0.9703 P= 19.540 psf Leeward wall....................... [GCpf-GCpi]= 0.2465 P= 4.963 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPA: 6 0.700 TOTAL 0.938 @ FRAME LINE 1 -0.238 @ FRAME LINE 4 0.5000" ROD 12.000' Transfered = 0.420 0.00 0.50 4.79 --------- ----- --------------------------- ------ ------ ------ Metallic Page: 16 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** SWA LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** WALL STRUT LOADING AND FORCE TRANSMISSION Brace External loading strut elev applied to strut line --------- ----- --------------------------- --------- --------- --------- PLANE SWA: Line 6 0.000 Transfered from roof Tier 1 16.00' 0.700 TOTAL 0.938 @ FRAME LINE 1 -0.238 @ FRAME LINE 4 16.000' Transfered = 0.000 Stability By Other Const. --------- ----- --------------------------- --------- --------- --------- kips Metallic Page: 17 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Windforce-resistance System Per: 2016 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 100 mph Main framing wind load and coefficients Partially Enclosed Building, Normal Building Category, EXPOSURE C 90% of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 6 feet of wall corners Velocity pressure coefficient ( Kh )................................ 0.928588 Ground Elevation Factor ( Ke )...................................... 0.996603 Directionality Factor ( Kd )........................................ 0.85 Basic Pressure ( Qh )............................................... 20.13743 Topographic factor - at mean roof height = 1.0000 Windward wall...................... [GCpf-GCpi]= 0.9703 P= 19.540 psf Leeward wall....................... [GCpf-GCpi]= 0.2465 P= 4.963 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPA: 6 0.700 TOTAL -0.238 @ FRAME LINE 1 0.938 @ FRAME LINE 4 0.5000" ROD 12.000' Transfered = 0.420 0.00 0.50 4.79 --------- ----- --------------------------- ------ ------ ------ Metallic Page: 18 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** SWA LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** WALL STRUT LOADING AND FORCE TRANSMISSION Brace External loading strut elev applied to strut line --------- ----- --------------------------- --------- --------- --------- PLANE SWA: Line 6 0.000 Transfered from roof Tier 1 16.00' 0.700 TOTAL -0.238 @ FRAME LINE 1 0.938 @ FRAME LINE 4 16.000' Transfered = 0.000 Stability By Other Const. --------- ----- --------------------------- --------- --------- --------- kips Metallic Page: 19 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Seismic-resistance System Per: 2016 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type................................................... D Seismic design category............................................. D Mapped spectral response accel. for short periods (Ss).............. 1.183 Mapped spectral response accel. for 1 second periods (S1)........... 0.425 Design, 5% damped, spectral response accel. at short periods (Sds).. 0.9464 Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.53125 Sds and Sd1 values.............................................Code-Calculated Longitudinal Building Period (T).................................... 0.209 Seismic Reliability/Redundancy Factor............................... 1.3 Seismic Importance Factor (I)....................................... 1 Building minimum longitudinal R value............................... 3.25 Building minimum transverse R value................................. 3.25 Roof dead load included in Seismic force "W" (psf) ................. 4.648 Roof collateral load included in Seismic force "W" (psf) ........... 1.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPA: 6 2.743 TOTAL 0.068 @ FRAME LINE 2, 3 0.869 @ BAY 1, 2, 3 0.5000" ROD 12.000' Transfered = 2.743 0.73 0.00 0.86 4.79 --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 20 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** SWA LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** WALL STRUT LOADING AND FORCE TRANSMISSION Brace External loading strut elev applied to strut line --------- ----- --------------------------- --------- --------- --------- PLANE SWA: Line 6 0.000 Transfered from roof Tier 1 16.00' 2.743 TOTAL 0.068 @ FRAME LINE 2, 3 0.869 @ BAY 1, 2, 3 16.000' Transfered = 0.000 Stability By Other Const. --------- ----- --------------------------- --------- --------- --------- kips Metallic Page: 21 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2019 California Building Code (Reference 2018 International Building Code) Seismic-resistance System Per: 2016 ASCE 7 Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type................................................... D Seismic design category............................................. D Mapped spectral response accel. for short periods (Ss).............. 1.183 Mapped spectral response accel. for 1 second periods (S1)........... 0.425 Design, 5% damped, spectral response accel. at short periods (Sds).. 0.9464 Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.53125 Sds and Sd1 values.............................................Code-Calculated Longitudinal Building Period (T).................................... 0.209 Seismic Reliability/Redundancy Factor............................... 1.3 Seismic Importance Factor (I)....................................... 1 Building minimum longitudinal R value............................... 3.25 Building minimum transverse R value................................. 3.25 Roof dead load included in Seismic force "W" (psf) ................. 4.648 Roof collateral load included in Seismic force "W" (psf) ........... 1.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPA: 6 2.743 TOTAL 0.068 @ FRAME LINE 2, 3 0.869 @ BAY 1, 2, 3 0.5000" ROD 12.000' Transfered = 2.743 0.73 0.00 0.86 4.79 --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-16 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 22 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** SWA LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** WALL STRUT LOADING AND FORCE TRANSMISSION Brace External loading strut elev applied to strut line --------- ----- --------------------------- --------- --------- --------- PLANE SWA: Line 6 0.000 Transfered from roof Tier 1 16.00' 2.743 TOTAL 0.068 @ FRAME LINE 2, 3 0.869 @ BAY 1, 2, 3 16.000' Transfered = 0.000 Stability By Other Const. --------- ----- --------------------------- --------- --------- --------- kips Metallic Page: 23 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LINE DESIGN BLDG-B ROOF BRACING EAVE STRUT NO. 6 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 1.40E4-1 14) 1.13D + 1.13C + 1.40E3-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E4-1= Seismic load Case 2 E3-1= Seismic load Case 1 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 2.333 8X3.5E14 2.500 6 0.249 crippling 6 L/ 205 deflection 3 19.667 8X3.5E14 2.500 6 0.381 crippling & 2 discrete brace pt 6 L/ 639 deflection Total line design weight is 93.9 lbs. Metallic Page: 24 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LINE DESIGN BLDG-B ROOF BRACING EAVE STRUT NO. 6 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 1.40E4-1 14) 1.13D + 1.13C + 1.40E3-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E4-1= Seismic load Case 2 E3-1= Seismic load Case 1 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- 2 20.000 8X3.5E14 2.500 simple span 8 0.393 crippling & 2 discrete brace pt 8 L/ 587 deflection Total line design weight is 85.4 lbs. Metallic Page: 25 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:53 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** ROOF STRUT LINE DESIGN BLDG-B ROOF BRACING EAVE STRUT NO. 6 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 3/4L + 0.45W3-1 6) D + C + 3/4L + 0.45W3-2 7) D + C + 3/4L + 0.45W4-1 8) D + C + 3/4L + 0.45W4-2 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W4-1 12) D + C + 0.45W4-2 13) 1.13D + 1.13C + 1.40E4-1 14) 1.13D + 1.13C + 1.40E3-1 WHERE : D = Dead load C = Collateral load L = Live load W3-1= Wind Case 1, Positive internal pressure W3-2= Wind Case 1, Negative internal pressure W4-1= Wind Case 2, Positive internal pressure W4-2= Wind Case 2, Negative internal pressure E4-1= Seismic load Case 2 E3-1= Seismic load Case 1 Span Length Member, Avg Spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- 1 19.667 8X3.5E14 2.500 8 0.381 crippling & 2 discrete brace pt 8 L/ 639 deflection RE 2.333 8X3.5E14 2.500 8 0.249 crippling 8 L/ 205 deflection Total line design weight is 93.9 lbs. Metallic Page: 26 Bracing Design Program User: mmfarahani Job Number: 31650A Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:46:54 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- **** LEANTO LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 1 Bay 2 Bay 3 Strut Spans 20.000 feet 20.000 feet 20.000 feet ---------- ----- ------------- ------------- ------------- PLANE RPA: 6 8X3.5E14 8X3.5E14 8X3.5E14 12.000' 0.5000" ROD ---------- ----- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Sidewall Bracing: Metallic Building Systems User: mmfarahani Page: F5- 1 R-Frame Design Program - Version V8.15 Job : 31650A Input Data Echo File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ -------------------------------------------------------------------------------- VERSION V8.15 BRAND METALLIC DESCRIPTION pf 19.667/20. main building at plane SWA FRAME_ID 5 PRINT echo code summary detail react profile deflect base conn flg_brace \ stiff seismic DATASET base brace combinations connection members wind_array OPTIMIZATION depth *PLANT ATW *JOB 31650A LOCATION bays 3-(Gridline B) *NUMBER FRAMES 1 *PRICE summary LATERAL GRID LABEL B LONGITUDINAL GRID LABEL LEFT RIGHT FRAME TYPE pf p cs 60.00 60.00 WIDTH 19.667 EAVE HEIGHT 20. GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 14. BUILDING CODE IB18 U=Normal P=N SEISMIC LOAD S1=42.5 Ss=118.3 TL=16.0 %CR=NORM %SR=NORM RHO=1.3 R=3.25 \ CT=0.028 CD=3.0 TOF=2.5 LOF=2.5 SOIL PROFILE D CODE LABEL 2019 California Building Code DEFLECTION WALL L=60 S=60 E=40 C=100 G=60 W=60 TE=40 SYMMETRICAL LOADS LC LWL1 GLOB X C 18.833 6.518 0.000 RC LWL2 GLOB X C 18.833 -6.518 0.000 LC LWL1D GLOB X C 18.833 2.926 0.000 RC LWL2D GLOB X C 18.833 -2.926 0.000 LC LEQ GLOB X C 18.833 6.439 0.000 END Metallic Building Systems User: mmfarahani Page: F5- 2 R-Frame Design Program - Version V8.15 Job : 31650A Building Grid label legend File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : Frame Number : 5 No. of Frames : 1 Left Column : Column @ * - LEFT Right Column : Column @ * - RIGHT *Frames located @ B Metallic Building Systems User: mmfarahani Page: F5- 3 R-Frame Design Program - Version V8.15 Job : 31650A Code Summary Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Building : Frame Number :5 Location: bays 3-(Gridline B) No. of Frames: 1 2019 CALIFORNIA BUILDING CODE Main Code Requirements Per : International Building Code 2018 Edition Supporting Design Manual(s): 2016 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet)..................................... 20.000 Horizontal width from left to right steel line (feet)............... 19.667 Horizontal distance to ridge from left side (feet).................. 19.667 Roof Slope Left & Right (rise:12)................................... 0.000 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 0.000 Frame Rafter Inset left & right side (inches)....................... 14.000 Girt depth left & right side (inches)............................... 0.000 Frame Column Inset left & right side (inches)....................... 4.250 Tributary Width left & right side (feet)............................ 0.000 ..................................from Height 0.00 to Height 0.00 Tributary Width roof (feet)......................................... 0.000 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Ground Snow Load Entered [Pg] (psf)................................. 0.000 Snow Exposure Factor [Ce] .......................................... 1.000 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Used [Ct]Heated Building........................ 1.000 Slippery & Unobstructed Roof Surface................................ Yes Roof Snow Load [Pf = I*Pg] (psf).................................... 0.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. Metallic Building Systems User: mmfarahani Page: F5- 4 R-Frame Design Program - Version V8.15 Job : 31650A Wind Summary Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition Eave height Left & Right (feet)..................................... 20.000 Wind Elevation on left column (feet)................................ 20.000 Wind Elevation on right column (feet)............................... 20.000 Total frame width (feet)............................................ 19.667 Number of primary wind loadings .................................... 4 Building Enclosure Classification ............................. Partially Open Metallic Building Systems User: mmfarahani Page: F5- 5 R-Frame Design Program - Version V8.15 Job : 31650A Continue Wind Summary Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per : ASCE 7 Standard 2016 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load User entered coefficient ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000 -------------------------------------------------------------------------------- Wind Load User entered coefficient ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Deflection Design Limits >> --------------------------- Rafter deflection limit for Live load only [L/{x}] ................. NONE Rafter deflection limit for Snow load only [L/{x}] ................. NONE Rafter deflection limit for Serviceability Wind load only [L/{x}] .. NONE Rafter deflection limit for Gravity load conditions [L/{x}] ........ NONE Column sway deflection limit for Live load only [L/{x}] ............ 60.000 Column sway deflection limit for Snow load only [L/{x}] ............ 60.000 Column sway deflection limit for Serviceability Wind load only [L/{x}] 60.000 Column sway deflection limit for Seismic load only [L/{x}] ......... 40.000 Column sway deflection limit for Crane load conditions [L/{x}] ..... 100.000 Column sway deflection limit for Gravity load conditions [L/{x}] ... 60.000 Column sway deflection limit for Seismic load conditions [L/{x}] ... 40.000 Metallic Building Systems User: mmfarahani Page: F5- 6 R-Frame Design Program - Version V8.15 Job : 31650A Load Combinations Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL (SOA-L) N A P 2) DL (SOA-R) N A P 3) 1.1325DL +0.91LEQ (SOA-L) N A P 4) 1.1325DL +0.91LEQ (SOA-R) N A P 5) 1.1325DL -0.91LEQ (SOA-L) N A P 6) 1.1325DL -0.91LEQ (SOA-R) N A P 7) 0.4675DL +0.91LEQ (SOA-L) N A P 8) 0.4675DL +0.91LEQ (SOA-R) N A P 9) 0.4675DL -0.91LEQ (SOA-L) N A P 10) 0.4675DL -0.91LEQ (SOA-R) N A P 11) 0.7107DL +2.5LEQ (SOA-L) N C R P 12) 0.7107DL +2.5LEQ (SOA-R) N C R P 13) 0.7107DL -2.5LEQ (SOA-L) N C R P 14) 0.7107DL -2.5LEQ (SOA-R) N C R P 15) 1.3893DL +2.5LEQ (SOA-L) N C R P 16) 1.3893DL +2.5LEQ (SOA-R) N C R P 17) 1.3893DL -2.5LEQ (SOA-L) N C R P 18) 1.3893DL -2.5LEQ (SOA-R) N C R P 19) 0.7107DL +2.5LEQ (SOA-L) N B R P 20) 0.7107DL +2.5LEQ (SOA-R) N B R P 21) 0.7107DL -2.5LEQ (SOA-L) N B R P 22) 0.7107DL -2.5LEQ (SOA-R) N B R P 23) 1.3893DL +2.5LEQ (SOA-L) N B R P 24) 1.3893DL +2.5LEQ (SOA-R) N B R P 25) 1.3893DL -2.5LEQ (SOA-L) N B R P 26) 1.3893DL -2.5LEQ (SOA-R) N B R P 27) 0.7107DL +3.25LEQ (SOA-L) N K R P 28) 0.7107DL +3.25LEQ (SOA-R) N K R P 29) 0.7107DL -3.25LEQ (SOA-L) N K R P 30) 0.7107DL -3.25LEQ (SOA-R) N K R P 31) 1.3893DL +3.25LEQ (SOA-L) N K R P 32) 1.3893DL +3.25LEQ (SOA-R) N K R P 33) 1.3893DL -3.25LEQ (SOA-L) N K R P 34) 1.3893DL -3.25LEQ (SOA-R) N K R P 35) DL +0.6LWL1 (SOA-L) N A P 36) DL +0.6LWL1 (SOA-R) N A P 37) DL +0.6LWL2 (SOA-L) N A P 38) DL +0.6LWL2 (SOA-R) N A P 39) 0.6DL +0.6LWL1 (SOA-L) N A P 40) 0.6DL +0.6LWL1 (SOA-R) N A P 41) 0.6DL +0.6LWL2 (SOA-L) N A P 42) 0.6DL +0.6LWL2 (SOA-R) N A P 43) LWL1D (deflection only) D 44) LWL2D (deflection only) D 45) 1.3893DL+LEQ (deflection only) D E 46) 1.3893DL-LEQ (deflection only) D E 47) 0.7107DL+LEQ (deflection only) D E 48) 0.7107DL-LEQ (deflection only) D E Metallic Building Systems User: mmfarahani Page: F5- 7 R-Frame Design Program - Version V8.15 Job : 31650A Continue Load Comb Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load LEQ = Longitudinal Seismic Load LWL1 = Wind from Left to Right with +GCpi LWL2 = Wind from Right to Left with -GCpi LWL1D = Wind from Left to Right with +GCpi at Service Level LWL2D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations Metallic Building Systems User: mmfarahani Page: F5- 8 R-Frame Design Program - Version V8.15 Job : 31650A User Load Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC LWL1 GLOB X C 18.833 6.5180 0.0000 0.000 2 RC LWL2 GLOB X C 18.833 -6.5180 0.0000 0.000 3 LC LWL1D GLOB X C 18.833 2.9260 0.0000 0.000 4 RC LWL2D GLOB X C 18.833 -2.9260 0.0000 0.000 5 LC LEQ GLOB X C 18.833 6.4390 0.0000 0.000 Metallic Building Systems User: mmfarahani Page: F5- 9 R-Frame Design Program - Version V8.15 Job : 31650A Seismic Summary Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- 2019 CALIFORNIA BUILDING CODE Main Seismic Force Resisting System Per : ASCE 7 Standard 2016 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 118.3000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 42.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Design Category ............................................ D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.2000 Seismic Site Coefficient [Fv] ...................................... 1.8750 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.4196 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7969 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.9464 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.5312 Sds and Sd1 values .......................................... Code-calculated Seismic Response Modification Factor [R] ........................... 3.2500 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 20.0000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3076 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.5000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.0000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2912 Roof Dead Load = 1.466 Wall Weight = 0.000 Collateral Load = 0.000 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 1.466 kips Total Roof Weight = 1.466 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 1.466 kips X X Seismic Coeff. = 0.2912 ------------------------------------- BASE SHEAR = 0.4268 kips Seismic Load for Roof at col # 1 = 0.2134 kips Seismic Load for Roof at col # 2 = 0.2134 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.4268 kips * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 9 LC LEQ YREF X C 18.104 0.2134 N/A 0.000 10 RC LEQ YREF X C 18.104 0.2134 N/A 0.000 Metallic Building Systems User: mmfarahani Page: F5- 10 R-Frame Design Program - Version V8.15 Job : 31650A Forces and Allowable Stresses Summary File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Left Column Analysis Length = 18.10 ft Kx = 1.00 Weight = 483. lbs Effective Ix = 461.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 17.500 17.500 6.00x 0.2500 0.1560 6.00x 0.3125 0.00 55.0 2 7.29 17.500 17.500 6.00x 0.3750 0.3125 6.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 107 6.7 31.3 3.1 32.9 12.1 34.9 10.3 0.11 0.90 0.29 0.90 8 206 -7.2 -54.7 -3.1 4.0 38.6 15.1 19.8 0.03 0.40 0.89 0.89 5 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 17.44 ft Kx = 1.00 Weight = 367. lbs Effective Ix = 356.0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 15.92 18.000 18.000 6.00x 0.3125 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 310 -3.0 -54.5 -7.1 4.4 35.0 22.8 10.0 0.25 0.51 0.85 0.85 4 -------------------------------------------------------------------------------- Right Column Analysis Length = 18.10 ft Kx = 1.00 Weight = 483. lbs Effective Ix = 461.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 4 10.00 17.500 17.500 6.00x 0.2500 0.1560 6.00x 0.3125 0.00 55.0 5 7.29 17.500 17.500 6.00x 0.3750 0.3125 6.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 407 6.7 32.8 3.3 32.9 12.1 34.9 10.3 0.11 0.94 0.30 0.94 9 506 -7.2 -57.2 -3.3 4.0 38.6 15.1 19.8 0.03 0.42 0.92 0.92 4 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 1332. lbs Metallic Building Systems User: mmfarahani Page: F5- 11 R-Frame Design Program - Version V8.15 Job : 31650A Reactions Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- General Reaction Notes : ---------------------- 1. Vertical column reactions are positive in the upward direction. 2. Transverse horizontal column reactions are positive to the right on all columns. 3. Longitudinal horizontal reactions are perpendicular to the transverse horizontal reactions, and the positive direction is inward to the page. 4. Fixed base moments are positive in the counter-clockwise direction on all columns. 5. Reactions for a particular load combination may be obtained by summing-up individual load reactions that have been multiplied by their load factors. 6. Forces on the foundations will act in the opposite direction to the direction of the column reactions. 7. These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete foundation design. 8. Seismic overstrength factor is not included in the LEQ Load Group reactions. Seismic BASE-ONLY comb. reactions include an overstrength factor of: 2.500 Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip-Ft) ----- ------ -------- -------- -------- ------ 1 Left Column 0.669 0.019 0.000 0.000 Right Column 0.664 -0.017 0.000 0.000 2 Left Column 0.664 0.017 0.000 0.000 Right Column 0.669 -0.019 0.000 0.000 3 Left Column -5.863 -2.957 0.000 0.000 Right Column 7.372 -3.147 0.000 0.000 4 Left Column -6.163 -3.101 0.000 0.000 Right Column 7.672 -3.291 0.000 0.000 5 Left Column 7.673 3.142 0.000 0.000 Right Column -6.164 3.250 0.000 0.000 6 Left Column 7.371 2.998 0.000 0.000 Right Column -5.862 3.106 0.000 0.000 7 Left Column -6.308 -2.970 0.000 0.000 Right Column 6.931 -3.136 0.000 0.000 8 Left Column -6.604 -3.112 0.000 0.000 Right Column 7.226 -3.278 0.000 0.000 Metallic Building Systems User: mmfarahani Page: F5- 12 R-Frame Design Program - Version V8.15 Job : 31650A Reactions Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip-Ft) ----- ------ -------- -------- -------- ------ 9 Left Column 7.227 3.129 0.000 0.000 Right Column -6.604 3.261 0.000 0.000 10 Left Column 6.931 2.987 0.000 0.000 Right Column -6.308 3.119 0.000 0.000 11 Left Column -17.011 -7.834 0.000 0.000 Right Column 17.958 -8.269 0.000 0.000 12 Left Column -19.226 -8.895 0.000 0.000 Right Column 20.173 -9.331 0.000 0.000 13 Left Column 20.176 8.923 0.000 0.000 Right Column -19.229 9.306 0.000 0.000 14 Left Column 17.955 7.858 0.000 0.000 Right Column -17.008 8.243 0.000 0.000 15 Left Column -16.551 -7.818 0.000 0.000 Right Column 18.402 -8.278 0.000 0.000 16 Left Column -18.781 -8.886 0.000 0.000 Right Column 20.632 -9.347 0.000 0.000 17 Left Column 20.635 8.939 0.000 0.000 Right Column -18.784 9.297 0.000 0.000 18 Left Column 18.400 7.867 0.000 0.000 Right Column -16.548 8.227 0.000 0.000 19 Left Column -17.011 -7.834 0.000 0.000 Right Column 17.958 -8.269 0.000 0.000 20 Left Column -19.226 -8.895 0.000 0.000 Right Column 20.173 -9.331 0.000 0.000 21 Left Column 20.176 8.923 0.000 0.000 Right Column -19.229 9.306 0.000 0.000 22 Left Column 17.955 7.858 0.000 0.000 Right Column -17.008 8.243 0.000 0.000 23 Left Column -16.551 -7.818 0.000 0.000 Right Column 18.402 -8.278 0.000 0.000 24 Left Column -18.781 -8.886 0.000 0.000 Right Column 20.632 -9.347 0.000 0.000 Metallic Building Systems User: mmfarahani Page: F5- 13 R-Frame Design Program - Version V8.15 Job : 31650A Reactions Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip-Ft) ----- ------ -------- -------- -------- ------ 25 Left Column 20.635 8.939 0.000 0.000 Right Column -18.784 9.297 0.000 0.000 26 Left Column 18.400 7.867 0.000 0.000 Right Column -16.548 8.227 0.000 0.000 27 Left Column -21.827 -9.983 0.000 0.000 Right Column 22.774 -10.540 0.000 0.000 28 Left Column -25.565 -11.772 0.000 0.000 Right Column 26.512 -12.332 0.000 0.000 29 Left Column 26.517 11.802 0.000 0.000 Right Column -25.570 12.307 0.000 0.000 30 Left Column 22.769 10.005 0.000 0.000 Right Column -21.822 10.513 0.000 0.000 31 Left Column -21.365 -9.966 0.000 0.000 Right Column 23.217 -10.548 0.000 0.000 32 Left Column -25.122 -11.764 0.000 0.000 Right Column 26.973 -12.349 0.000 0.000 33 Left Column 26.978 11.819 0.000 0.000 Right Column -25.127 12.299 0.000 0.000 34 Left Column 23.212 10.013 0.000 0.000 Right Column -21.361 10.497 0.000 0.000 35 Left Column -3.520 -1.859 0.000 0.000 Right Column 4.853 -1.995 0.000 0.000 36 Left Column -3.640 -1.916 0.000 0.000 Right Column 4.972 -2.052 0.000 0.000 37 Left Column 4.972 2.052 0.000 0.000 Right Column -3.640 1.916 0.000 0.000 38 Left Column 4.853 1.995 0.000 0.000 Right Column -3.520 1.859 0.000 0.000 39 Left Column -3.788 -1.867 0.000 0.000 Right Column 4.587 -1.988 0.000 0.000 40 Left Column -3.905 -1.923 0.000 0.000 Right Column 4.705 -2.044 0.000 0.000 Metallic Building Systems User: mmfarahani Page: F5- 14 R-Frame Design Program - Version V8.15 Job : 31650A Reactions Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip-Ft) ----- ------ -------- -------- -------- ------ 41 Left Column 4.705 2.044 0.000 0.000 Right Column -3.905 1.923 0.000 0.000 42 Left Column 4.587 1.988 0.000 0.000 Right Column -3.788 1.867 0.000 0.000 43 Left Column -3.177 -1.426 0.000 0.000 Right Column 3.177 -1.500 0.000 0.000 44 Left Column 3.177 1.500 0.000 0.000 Right Column -3.177 1.426 0.000 0.000 45 Left Column -6.511 -3.326 0.000 0.000 Right Column 8.362 -3.540 0.000 0.000 46 Left Column 8.362 3.376 0.000 0.000 Right Column -6.511 3.490 0.000 0.000 47 Left Column -6.963 -3.338 0.000 0.000 Right Column 7.910 -3.528 0.000 0.000 48 Left Column 7.910 3.364 0.000 0.000 Right Column -6.963 3.502 0.000 0.000 Metallic Building Systems User: mmfarahani Page: F5- 15 R-Frame Design Program - Version V8.15 Job : 31650A Anchor Rod and Base Plate Design File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN ======================================================= Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. F1554, Gr. 36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 11.0625 Plate Size : 6.0000 x 18.0625 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 19.229 57.653 21 0.33 Rod Shear 9.347 0.000 34.592 24 0.27 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 6.000 41.763 5.906 21 0.14 Outer Flg 0.25000 6.000 33.411 4.725 21 0.14 Web Plate 0.18750 17.500 73.086 12.670 21 0.17 Metallic Building Systems User: mmfarahani Page: F5- 16 R-Frame Design Program - Version V8.15 Job : 31650A Connection Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Vertical Knee Connection @ Both Sides -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 1.0000 in. Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.3125 in. O.S. - 6.00 x 0.3125 in. I.S. - 5.81 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 18.000 in. Web Depth - 18.000 in. Web Thickness 0.312 in. Web Thickness 0.156 in. Gage - 3.500 in. Gage - 3.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.250 in. Pf top (out) - 2.250 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 2.250 in. XTO top (out) - 2.250 in. Pf top (ins) - 2.438 in. Pf top (ins) - 2.438 in. BFCD top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.438 in. XTI top (ins) - 2.438 in. Pf bot (out) - 2.250 in. Pf bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.500 in. Pf bot (ins) - 2.500 in. BFCD bot (ins) - 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.500 in. XBI bot (ins) - 2.500 in. Bolt Spacing - 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 33) 1.3893DL -3.25LEQ (SOA-L -210.46 11.61 26.29 204.22 11.61 25.82 29) 0.7107DL -3.25LEQ (SOA-L -210.23 11.61 26.16 204.29 11.61 25.92 Connection Design Summary: Bolt Unity Check (O.S.) = 0.6844 Plate Unity Check (O.S.) = 0.4485 Bolt Unity Check (I.S.) = 0.6634 Plate Unity Check (I.S.) = 0.4410 Metallic Building Systems User: mmfarahani Page: F5- 17 R-Frame Design Program - Version V8.15 Job : 31650A Knee and Stiffener Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Left and Right Knee Design ========================== Knee Web Thickness : Use 0.3125 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 2.7500 X 0.2500 in. Column Cap Plate : 6.0000 X 0.3125 in. Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.3125 in. x 17.500 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 17.500 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 18.000 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 18.000 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.2500 in. x 18.000 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Metallic Building Systems User: mmfarahani Page: F5- 18 R-Frame Design Program - Version V8.15 Job : 31650A Flange Brace Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 20'0 @ FLOOR 1 @ 20'0 @ FLOOR Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 1 @ 19'8 @ EAVE -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter : Measured along T.F. from left steel line - Right Rafter : Measured along T.F. from right steel line - Ext. Columns : Measured along T.F. from base -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Metallic Building Systems User: mmfarahani Page: F5- 19 R-Frame Design Program - Version V8.15 Job : 31650A Primary Deflection Report File: p5(s).fra Date: 9/22/21 pf 19.667/20. main building at plane SWA Start Time: 18:21:27 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 4.409 0.011 4.398 0.011 Load Comb 45 47 47 48 Defl. H/ 49 H/ 49 ------------------------------------------------------------------------------ Neg. Max -4.409 -0.012 -4.398 -0.012 Load Comb 48 46 46 45 Defl. H/ 49 H/ 49 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.052 in. 4.86 ft. 0.049 in. 4.86 ft. Load Comb 45 48 Defl. L/999 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.011 in. Load Comb 48 Defl. L/999 -------------------- Neg. Max -0.012 in. Load Comb 45 Defl. L/999 ==================== Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used ----- ------- 45 3.0 46 3.0 47 3.0 48 3.0 Vertical Clearance at the Left Knee is 17.2865 feet Vertical Clearance at the Right Knee is 17.2865 feet Metallic Page: 27 Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:47:45 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB Loading Condition Horizontal Force --------------------------------------------- ------------------ 1) Lateral Wind Load 1 from SWA to SWC 1.95 2) Lateral Wind Load 2 from SWA to SWC 2.32 3) Lateral Wind Load 1 from SWC to SWA 2.91 4) Lateral Wind Load 2 from SWC to SWA 2.53 5) Lateral Seismic from planes SWA to SWC 5.90 Weight (W) 6) Lateral Seismic from planes SWC to SWA 5.90 Weight (W) --------------------------------------------- ------------------ kips Using Max size 0.5000" RODS in endwall module [ 2] from left to right Width= 10.00 feet Left Height= 26.67 feet Right Height= 26.67 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) ---- ---------- ------- ------------- ------------- Tier 1 1) 13.50 16.80 3.27 4.79 2) 13.50 16.80 3.90 4.79 3) 13.50 16.80 4.88 4.79 4) 13.50 16.80 4.25 4.79 5) 13.50 16.80 4.04 5.74 6) 13.50 16.80 4.04 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Tier 2 1) 13.17 16.53 3.08 4.79 2) 13.17 16.53 3.67 4.79 3) 13.17 16.53 4.59 4.79 4) 13.17 16.53 4.00 4.79 5) 13.17 16.53 3.80 5.74 6) 13.17 16.53 3.80 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Strut Information: Module 2 -------------------------- 0.5000" ROD @13.50 feet 8X2.5Z16 0.5000" ROD -------------------------- Metallic Page: 28 Design Summary Report Version: 8.15.1 run01 Date: 09/23/21 Start Time: 05:47:46 R:\jobs\Active\Eng\18-B-31650\ver02-mmfarahani\BLDG-A\run01\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD Loading Condition Horizontal Force --------------------------------------------- ------------------ 1) Lateral Wind Load 1 from SWA to SWC 1.95 2) Lateral Wind Load 2 from SWA to SWC 2.32 3) Lateral Wind Load 1 from SWC to SWA 2.91 4) Lateral Wind Load 2 from SWC to SWA 2.53 5) Lateral Seismic from planes SWA to SWC 5.92 Weight (W) 6) Lateral Seismic from planes SWC to SWA 5.92 Weight (W) --------------------------------------------- ------------------ kips Using Max size 0.5000" RODS in endwall module [ 2] from left to right Width= 10.00 feet Left Height= 26.67 feet Right Height= 26.67 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) ---- ---------- ------- ------------- ------------- Tier 1 1) 13.50 16.80 3.27 4.79 2) 13.50 16.80 3.90 4.79 3) 13.50 16.80 4.88 4.79 4) 13.50 16.80 4.25 4.79 5) 13.50 16.80 4.05 5.74 6) 13.50 16.80 4.05 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Tier 2 1) 13.17 16.53 3.08 4.79 2) 13.17 16.53 3.67 4.79 3) 13.17 16.53 4.59 4.79 4) 13.17 16.53 4.00 4.79 5) 13.17 16.53 3.81 5.74 6) 13.17 16.53 3.81 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Strut Information: Module 2 -------------------------- 0.5000" ROD @13.50 feet 8X2.5Z16 0.5000" ROD -------------------------- PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 05/17/22 ✔ 1 CSG 05/18/22 05/26/22 X XXXX CSG 06/02/22 1 REVISIONS MEMO Date: May 17, 2022 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Due to some coordination with SMWD, there are a few revisions to the approved set of plans. Please see below an itemized list of the changes which are clouded. P1.0 Detail E for sampling box added Equipment Schedule revised to add sampling box and flow meter P2.0 Grease Interceptor sizing notes added P2.1 Waste and Vent Floor Plan revised per SMWD comments to add sampling box and flow meter P2.2 Waste and Vent Floor Plan revised to add additional vents per SMWD comments E4.1 Single line revised to remove telephone board from switchgear to match power plan and mark-ups on original switchgear submittal Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Director of Production bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date Completed: 6/2/2022 Review #: PC01 32400 Paseo Adelanto Date Received: San Juan Capistrano, CA 92675 CSG #: 426935 Attn: Building & Safety Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: Revision - River Street Hay Loft - Shell and T.I. permit for brewery/tasting facility Status: Hours: (By Rate) X Plan is approved. 1.0 1st Plan Check Plan is approved with conditions. See remarks. 2nd Plan Check Plan is approved with redlines. See remarks. 3rd Plan Check Plan is approved with redlines and conditions. See remarks. 4th Plan Check Plan requires corrections. See attached list. Total Hours We have reviewed the following documents ( X Digital only): X Plans Truss Calculations Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. (ginsun@csgengr.com) CSG Consultants Inc. PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 08/31/22 ✔ 2 CSG/DAVID 08/31/2209/12/22 1 CSG 09/13/22 X X X X X REVISIONS MEMO Date: August 31, 2022 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Due to tenant requirements, there are a few revisions to the approved set of plans. Please see below an itemized list of the changes which are clouded. A-1.0 Floor Plan: Counter and backbar re-designed, Lockable storage room added RCP: Ceiling at Lockable storage added Mezzanine Plan: Louvers added at low walls Finish Schedule: Revised to add Lockable Storage and Mezzanine and clarify substrate behind finishes A-6.0 Door Schedule revised to add door 103 for Lockable Storage and revise door heights to 7’. A-6.2 18 – Back Bar Elevation: Elevation revised 21 - Counter Detail: Added E2.1 Lighting Plan: Lighting added at Lockable Storage room Power Plan: Power added for fan at Lockable Storage Brewery Power Plan: Power at front counter and backbar revised to match new kitchen, convenience power added throughout and power added at Lockable Storage E3.3 Motorized Equipment Schedule: Fan at Lockable Storage added E4.2 Panel Schedules revised as clouded for equipment changes M0.0 Exhaust fan added M0.1 Transfer fan details added M1.0 Fan added at Lockable Storage P-1.0 Plumbing Fixture and equipment schedule: Revised as clouded P-2.0 Plumbing Floor plan: Revised at counter/backbar and Lockable storage P-2.1 Waste & Vent Plan: Revised as clouded to match latest kitchen and owner requests Water & Gas Plan: Revised as clouded to match latest kitchen and owner requests P-2.2 Waste & Vent Plan: Revised as clouded to match latest kitchen and owner requests Water & Gas Plan: Revised as clouded to match latest kitchen and owner requests K1.0 Equipment Plan: Revised for new bar tenant August 31, 2022 Revisions Memo B20-0537 Page 2 K2.0 Plumbing Rough-in Layout: Revised for new bar tenant K3.0 Electrical Rough-in Layout: Revised for new bar tenant Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date Completed: 9/13/2022 Review #:PC01 32400 Paseo Adelanto Date Received: San Juan Capistrano, CA 92675 CSG #: 4213107 Attn: Building & Safety Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: Revision - River Street Hay Loft - Shell and T.I. permit for brewery/tasting facility Status: Hours: (By Rate) X Plan is approved. 1.0 1st Plan Check Plan is approved with conditions. See remarks. 2nd Plan Check Plan is approved with redlines. See remarks. 3rd Plan Check Plan is approved with redlines and conditions. See remarks. 4th Plan Check Plan requires corrections. See attached list. Total Hours We have reviewed the following documents ( X Digital only): X Plans Truss Calculations Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. (ginsun@csgengr.com) CSG Consultants Inc. PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Construct & Maintain Corp dba CM Corp B20-0536 Andrew Barrett 31872 Paseo Adelanto 949 292-6462 abarrett@cmcorp.co 1-12 Deferred Submittal - AOR/Structural EOR Approved Truss Shop Drawings Andrew Barrett Digitally signed by Andrew Barrett Date: 2022.10.11 18:18:51 -07'00'10/11/2022 ✔ 4 CSG 10/11/22 10/20/22 X XXXX 1 CSG 10/20/22 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date Completed: 10/20/22 Review #:PC01 32400 Paseo Adelanto Date Received: San Juan Capistrano, CA 92675 CSG #: 4214946 Attn: Building & Safety Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: Deferred submittal River street Red Barn Trusses shop Drawings– AOR/Structural EOR Status: Hours: (By Rate) X Plan is approved. 1st Plan Check Plan is approved with conditions. See remarks. 2nd Plan Check Plan is approved with redlines. See remarks. 3rd Plan Check Plan is approved with redlines and conditions. See remarks. 4th Plan Check Plan requires corrections. See attached list. Total Hours We have reviewed the following documents ( X Digital only): X Plans Truss Calculations X Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval for deferred river street ed Barn roof trusses From: Jensen Ku S.E. (ginsun@csgengr.com) CSG Consultants Inc. 1 PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 06/26/23 ✔ 5 CSG 07/03/23 X XX X 4 CSG 08/30/23 REVISIONS MEMO Date: June 26, 2023 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Due to tenant requirements, there are a few revisions to the approved set of plans. Please see below an itemized list of the changes which are clouded. A-1.0 1-Floor Plan: Opening for cooler box widened. Counter/low wall and taps opening at back bar revised. 2-Reflected Ceiling Plan: Lighting revised as clouded 4-Finish Schedule: Revised Wall & Symbols Legend: Furring wall at backbar added RCP Symbol Legend: Interior Light type added Floor Notes: Note 8 and 9 added per Health Department A-5.0 Detail 5: Finishes updated Detail 10: Finishes updated Detail 15: Finishes updated A-6.2 Detail 18: Elevation updated Detail 21: Bar Wall details revised S-1.0 Foundation Plan: Opening at cooler box wall revised Roof Framing Plan: Opening at cooler box wall revised E-2.1 Lighting Plan: Lighting revised as clouded E-3.2 Power Plan: Updated as clouded E-3.3 Roof Plan: Lighting updated as clouded E-4.2 Panel Schedules updated as clouded E5.1 Lighting Fixture Schedule: Interior lighting fixtures revised as clouded E5.2 T24 updated for lighting changes M1.0 Background updated only P-1.0 Plumbing Fixt. Schedule: HB-4 added P-2.1 A- Enlarged Waste & Vent Plan: Updated as clouded B- Enlarged Water & Gas Plan: Updated as clouded June 26, 2023 Revisions Memo B20-0536 Page 2 P-2.2 A- Mezzanine Waste & Vent Plan: Updated as clouded B- Mezzanine Water & Gas Plan: Updated as clouded K1.0 Food Service Equipment Plan and Schedule: Updated as clouded K1.1 Sheet added K2.0 Plumbing rough-in layout updated as clouded K3.0 Plumbing rough-in layout updated as clouded Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date Completed: 8/30/2023 Review #:PC02 32400 Paseo Adelanto Date Received: 7/3/2023 San Juan Capistrano, CA 92675 CSG #: 439691 Attn: Building & Safety Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: River Street Hay Loft - Shell and T.I. permit for brewery/tasting facility Status: Hours: (By Rate) X Plan is approved. 3.0 1st Plan Check Plan is approved with conditions. See remarks. 1.0 2nd Plan Check Plan is approved with redlines. See remarks. 3rd Plan Check Plan is approved with redlines and conditions. See remarks. 4th Plan Check Plan requires corrections. See attached list. Total Hours We have reviewed the following documents ( X Digital only): X Plans Truss Calculations X Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. (ginsun@csgengr.com) CSG Consultants Inc. JUN 22, 2023 CSG 08/30/23 B20-0536 REV 5 V2 PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 12/12/23 ✔ 6 CSG/LAURA 12/12/23 12/21/23 XX XXX 1 CSG 12/14/23 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com To: City of San Juan Capistrano Date Completed: 12/14/2023 Review #:1 32400 Paseo Adelanto Date Received: San Juan Capistrano, Ca. 92675 CSG #: 4317079 Attn: Building Division Agency Plan Check #: B20-0536 Job Address: 31872 Paseo Adelanto Job Description: REVISION TO APPROVED CSG 4309691 – ADD FIREPIT, REVISED RESTROOMS. MISC M/E/Ps – RIVER STREET HAY LOFT Status: Plan is ready for permit issuance for the following: X Plan is approved. Architectural Energy Plan is approved with conditions. See remarks. Structural Other: Plan is approved with redlines. See remarks. Plumbing Plan is approved with redlines and conditions. See remarks. Electrical Plan requires corrections. See attached list. Mechanical We have reviewed the following documents ( X Digital only): X Plans Truss Calculations Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) X Other: Revision Narrative Special items to note: Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: First plan check: Chi Yang 1.0 hour From: Chi Yang CSG Consultants Inc. (714) 568-1010 REVISIONS MEMO Date: December 12, 2023 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Due to tenant requirements, there are a few revisions to the approved set of plans. Please see below an itemized list of the changes which are clouded. A-1.0 1- Floor Plan: Future Fire Pit added at covered dining per keyed note 47. Interior elevation of bar added per tag 10/A-6.2. Keyed note 7 added to note swing gate at bar. Drywall to stainless wall finish transitions shifted. Ice machine relocated to Lockable storage area. Backbar furring and framed opening to cooler box modified. 2-RCP: Sconce lights at restroom sinks revised. Some back of house pendants revised to monopoints as clouded. 3-Mezzanine Plan: Final equipment layout updated as clouded 4-Finish Schedule: Vinyl scrim at open ceilings revised to black. Restroom and dining floor tile finish noted by tenant. 5-Responsibility matrix previously circulated added. Keyed note 39: Revised to note plywood on bar wall face. Keyed note 47 and 48 added. A-5.0 Details 5, 10 and 15 updated. A-6.1 8- Toilet Room Accessories: updated to interior designer specs 22-Lavatory section updated A-6.2 1- Men’s Room elevation: Updated per latest interior design plans. 8-Toilet Room Accessories: updated to interior designer specs 10-Front bar counter elevation added 11-Women’s Room elevation: Updated per latest interior design plans. 18-Back bar elevation updated to match latest interior design plans 21-Back bar sections updated to match latest elevation 25-Backbar counter detail updated E2.1 Lighting Plan: Sconce lights at restroom sinks revised. Some back of house pendants revised to monopoints as clouded. E3.1 Power Plan: Faucet power added at restrooms and power at janitor room for pump added. E3.2 Brewery Power Plan: Updated throughout as clouded in final coordination with brewery team. E4.2 Schedules updated for power/lighting changes as clouded E5.1 Lighting Fixture Schedule: Fixtures F3, H1 and H3 specs updated. December 12, 2023 Revisions Memo B20-0536 Page 2 E5.2 T24 updated for lighting revisions P-1.0 Faucet spec for restrooms revised. P-2.0 A-Plumbing Floor Plan: Gas line extended to future fire pit. F- Gas pipe sleeve detail provided. P-2.1 A- Waste & Vent Plan: Ice Machine moved B- Water & Gas Plan: water to ice machine revised Plumbing Plans: Updated to match final kitchen/health plans and update to move soft water to ground level and remove from mezzanine P-2.2 C- Gas riser diagram and loads added. Plumbing Plans: Updated to match final kitchen/health plans and update to move soft water to ground level and remove from mezzanine K1.0 1- FS Equipment Plan: Ice machine and shelving relocated K2.0 2- Plumbing Rough-in layout: Water to ice machine revised. K3.0 3- Electrical Rough-in layout: Electrical to ice machine revised. Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 03/04/24 ✔ 7 JW 03/11/24 03/20/24 X XXXX 1 JAMES WIATRAK 03/20/24 REVISIONS MEMO Date: March 4, 2024 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Per direction from the building department, we have updated the plans to include an anchor detail for the installed switchgear. There are also two TVs that were moved from wall mounted power to ceiling power. Please see below an itemized list of the changes which are clouded. A-1.0 Keyed note 4 modified to reference added detail 3/A-1.1 A-1.1 Detail 3 for switchgear anchorage added. Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com From:James Wiatrak To:Lisa La Subject:RE: River Street - Revisions Submittal Date:Wednesday, March 20, 2024 10:49:38 AM Attachments:image001.png image002.png Lisa, I have reviewed the attachments and they are ready to stamp approved and issue. Regards, James “JW” Wiatrak, CBO, CASp Building Official City of San Juan Capistrano 30448 Rancho Viejo Rd., Suite 110 San Juan Capistrano, CA 92675 (949) 234-4568 jwiatrak@sanjuancapistrano.org www.sanjuancapistrano.org ** City Hall administrative offices have moved to 30448 Rancho Viejo Road** From: Kelly Johnson <kjohnson@bickelgrp.com> Sent: Wednesday, March 20, 2024 10:32 AM To: James Wiatrak <JWiatrak@sanjuancapistrano.org>; Building Department <building@sanjuancapistrano.org>; Lisa La <LLa@sanjuancapistrano.org> Cc: Alex Osinski <AOsinski@almquist.com>; Andrew Barrett - CM Corp <abarrett@cmcorp.co> Subject: RE: River Street - Revisions Submittal [The e-mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi JW and Lisa, I have updated the links below to address the last comment from JW for special inspection on each anchorage detail and renumbered the revision number per Lisa’s last email. Please let us know if you need anything else. Greenhouse B20-0537 REV 7 V1 Hayloft B20-0536 REV 7 V1 Marketplace B20-0535 REV 8 V1 Mercantile B20-0539 REV 8 V1 Red Barn B20-0534 REV 5 V1 Site B20-0546 REV3 V1 Workshop B20-0538 REV 7 V1 Farmstead B20-0540 REV 5 V1 Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 | kjohnson@bickelgrp.com From: James Wiatrak <JWiatrak@sanjuancapistrano.org> Sent: Wednesday, March 13, 2024 8:17 AM To: Kelly Johnson <kjohnson@bickelgrp.com>; Building Department <building@sanjuancapistrano.org>; Lisa La <LLa@sanjuancapistrano.org> Cc: Alex Osinski <AOsinski@almquist.com>; Andrew Barrett - CM Corp <abarrett@cmcorp.co> Subject: RE: River Street - Revisions Submittal Hi Kelley, No, if these are interior locations, the structural slabs are noted on the foundations plan and acceptable as is. Regards, James “JW” Wiatrak, CBO, CASp Building Official City of San Juan Capistrano 30448 Rancho Viejo Rd., Suite 110 San Juan Capistrano, CA 92675 (949) 234-4568 jwiatrak@sanjuancapistrano.org www.sanjuancapistrano.org ** City Hall administrative offices have moved to 30448 Rancho Viejo Road** Pacific Electric Inc 42640 Rio Nedo Temecula CA, 92590 951-296-1562 3/6/24 REF: River Street Switchboard To Whom It May Concern, Pacific Electric switchboards leave the factory seismically braced, requiring no additional field bracing. Please refer to the seismic anchoring page for guidance in floor mounting switchboard sections. Sincerely, Victor Herrada Pacific Electric, Inc. Manufacturer of Electrical Distribution Equipment 951-296-1562 951-296-1563 Fax vherrada@pacificelectric.biz www.pacificelectric.biz B20-0536 REV 7 Pacific Electric, Inc.42640 Rio Nedo Temecula, Ca. 92590(951) 296-15621 A-AAASEISMIC BOLT DOWN INSTRUCTIONS (NEMA 3R SECTIONS)USE 1/2" OR 5/8" GR. 5 HEX HEAD BOLTS(FURNISHED BY OTHERS)TOP VIEWSIDE VIEWFRONT1/2" HIGH X 4" WIDE WET SILLSSWITCHBOARD FRAME1/2" HIGH X 4" WIDE WET SILLS*****DRAWING SBDI-N3RB20-0536 REV 7 g IE. ELEC TRICAL Lockout Procedure Lockout Procedure for: River Street Marketplace - Hay Loft Building 31872 Paseo Adelanto San Juan Capistrano, CA 9267 5 City of San Juan Capistrano Building Permit #820-0536 SDG&E Job Notification No: 3-366604 Siemens Main Switch Board (MSB-HL). 1000,4. Pull Section. Main Circuit Breaker" Distribution Board (DB-l). Plaza Power Pedestal & Sub Panel HPHL Purpose This procedure establishes the minimum requirements for the lockout of Siemens Main Switch Board (MSB-HL), 1000,{ Pull Section and corresponding Main Circuit Breaker to include Distribution Board (DB- l ), Plaza Power Pedestal and sub panel HPHL to ensure equipment is isolated from all potentially hazardous energy sources and locked out from unexpected energization. Responsible Party Millcreek Electrical, Inc. assumes full responsibility for the process of lockouts, tag outs and safe off of all equipment denoted above. Accessibility to Electrical Room/Equipment Access to the electrical room, Siemens Main Switch Board (MSB-HL), 1000A Pull Section, Main Circuit Breaker, Distribution Board (DB-1), Plaza Power Pedestal and sub panel HPHL will be limited to Millcreek Electrical, Inc. employees only. Millcreek Electrical, Inc. will possess the lock out keys at all times and furthermore, will ensure that locks are not be removed from any equipment/breakers until'approved by the City of San Juan Capistrano Electrical Inspector. Preparing Eqaipment for Energization When the servicing is completed and the machine or equipment is ready for normal operating condition, the following' steps shall be taken. ( 1) Secure approval from City of San Juan Capistrano Electrical Inspector for removal of lock(s) from energy isolating device(s) to include but not limited to the Siemens Main Switch Board (MSB-HL), 10004 Pull Section, Main Circuit Breaker, Distribution Board (DB-1), Plaza Power Pedestal and sub panel HPHL. (2) Check the machine or equipment and the immediate area around the machine to ensure that nonessential items have been removed and that the machine or equipment components are operationallyintact. (3) Check the work area to ensure that all employees have been safely positioned or removed from thearea. (4) Verif that the controls are in neutral. (5) Remove the lockout devices and energize the machine orequipment. B20-0536 REV 7 MILLCREEK California License Type: C1O-Electrical California License Number: 101 1 154 California License Expiration : 212912024 B20-0536 REV 7 September 30, 2022 TO: CITY OF SAN JUAN CAPISTRANO FROM: SAN DIEGO GAS & ELECTRIC Subject: SECONDARY SHORT-CIRCUIT CURRENT Project: 3-356495 RIVER STREET The serving voltages for this project is as follows per each address: 1. Farmstead: 31904 Paseo Adelanto 1200 amps 4 wire. Three phase, 120/208 volts. 2. Greenhouse: 31880 Paseo Adelanto 2000 amps 4 wire. Three phase, 120/208 volts. 3. Hayloft: 31872 Paseo Adelanto 1200 amps 4 wire. Three phase, 120/208 volts. 4. Marketplace: 31864 Paseo Adelanto 2000 amps 4 wire. Three phase, 120/208 volts. 5. Mercantile: 31896 Paseo Adelanto 2500 amps 4 wire. Three phase, 120/208 volts. 6. Red Barn: 31856 Paseo Adelanto 2000 amps 4 wire. Three phase, 120/208 volts. 7. Workshop: 31888 Paseo Adelanto 1200 amps 4 wire. Three phase, 120/208 volts. The ultimate available fault current (ISC) for this installation will not exceed 42,000 amperes at the point of connection of SDG&E’ s service conductors to the customer’s facilities. This value is stated in RMS symmetrical amperes. Victoria Cronk SDG&E Customer Project Planner – Orange County (949) 361-8078 B20-0536 REV 7 B20-0536 REV 7 FRAMING . CONCRE tE. ELECTRICAL tolsl2o23 Subject: Torque Verification of Elebtrical Lugs Project Address: River Street Marketplace - Hayloft Building 3L872 Paseo Adelanto San Juan Capistrano, CA92675 Permit Number: 820-0536 Electrical Gear: MSB-MP 1000AMP Switchgear, DB-L distribution panel, & HPHL house panel To whom it may concern, This letter is a statement of declaration that Millcreek Electrical lnc. has torqued the electrical landing lugs inside the 1000AMP electrical switchgear, the 800AMP distribution panel, and the House panel at the project address listed above to the manufacturer specified torque values. California License Type: C10 California License Number: lOlLLS California License Expiration: 2/28/2024 n Kehler, General Manager B20-0536 REV 7 PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 06/11/24 ✔ 8 CSG/LAURA 06/11/24 06/19/24 X X X X X REVISIONS MEMO Date: June 11, 2024 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Ownership has elected to install a custom fire pit at the subject building. The gas line and manual gas shutoff were previously approved in the set but the detailing of the match light fire pit was not. Sheet A-1.0a has been added and included here detailed said fire pit for review and approval. Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com PERMIT NUMBER JOB ADDRESS )252)),&(86(21/< '(3$570(17$33529$/65(48,5(' %8,/',1* PLANNING: 38%/,&:25.6: 60:': 2&)$ YES YES YES <(6 <(6 NO NO NO 12 12 INSTRUCTIONS: 1.6XEPLWVHWVRIRQO\WKHUHYLVHGVKHHWVVWDSOHGLQWRVHWV GRQRWVXEPLWFRPSOHWHVHWRISODQV ³&/28'´WKHSURSRVHGFKDQJHVRQWKHGUDZLQJV 1RWHWKHSDJHQXPEHUVRQZKLFKWKHUHYLVLRQVRFFXU 3URYLGHGHVFULSWLRQRISURSRVHGFKDQJHV DESCRIPTION OF PROPOSED CHANGES: 3$*( 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:727$/3/$1&+(&.(5 REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: &203$1<1$0( EMAIL ADDRESS CONTACT PHONE # $33/,&$17 NAME: &LW\RI6DQ-XDQ&DSLVWUDQR 'H'HYHORSPHQW6HUYLFHV'HSDUWPHQW 3DVHR$GHODQWR 6DQ-XDQ&DSLVWUDQR&$ 3KRQH (PDLOEXLOGLQJ#VDQMXDQFDSLVWUDQRRUJ ZZZVDQMXDQFDSLVWUDQRRUJEXLOGLQJ 5(9,6,21'()(55('68%0,77$/ $'',1*1(:0(3" 3&7*4*0/ 1-"/3&7*&8&3 46#.*55"-%"5& 5"3(&5%"5& YES 12 )252)),&(86(21/< Bickel Group B20-0536 Kelly Johnson 31872 Paseo Adelanto 949 572-8030 kjohnson@bickelgrp.com Please see attached memo. 09/12/24 ✔ 1 CSG/LAURA 09/12/24 09/22/24 XX XXX 3 CSG 10/14/24 REVISIONS MEMO Date: September 12, 2024 To: City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Re: Revisions to Permit B20-0536 31872 Paseo Adelanto, San Juan Capistrano Bickel Project #: 15091 Please see below an itemized list of revisions that are included and clouded with a delta 9. A-1.0 1- Floor Plan: Ladder type to mezzanine revised per revised key note 26 A-5.0 Detail 5: Countertop revised to concrete and supports updated Detail 10: Countertop revised to concrete and supports updated A-6.2 Detail 25: Countertop revised to concrete and supports updated A-7.0 Cutsheet for prefab ladder removed and detail of steel ladder added M0.0 Air Curtain Schedule: Air curtains at front of house removed as not included on final approved health plans M1.0 Mechanical Floor Plan: Air curtains at front of house removed as not included on final approved health plans E3.1 Power Plan: Air curtains at front of house removed as not included on final approved health plans E3.3 Motorized Equipment Schedule: Air curtains at front of house removed as not included on final approved health plans E4.2 Panel HB: Air curtains at front of house removed as not included on final approved health plans Please feel free to contact me directly for any clarifications. Regards, Kelly Johnson, AIA, LEED AP | Principal bg | Bickel Group Architecture P: 949.757.0411 x224 | C: 949.572.8030 kjohnson@bickelgrp.com Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com To:City of San Juan Capistrano Date Completed:10/14/2024 Review #:PC2 32400 Paseo Adelanto Date Received: San Juan Capistrano, Ca. 92675 Attn:Building Division CSG #: 4411566 Agency Plan Check #: B20-0536 REV 9 Job Address:31872 Paseo Adelanto Job Description: Revision to approved “River Street” project Status:Plan is ready for permit issuance for the following: X Plan is approved.Architectural Energy Plan is approved with conditions. See remarks.Structural Other: Plan is approved with redlines. See remarks.Plumbing Plan is approved with redlines and conditions. See remarks.Electrical Plans require corrections. See attached list.Mechanical We have reviewed the following documents (X Digital only): X Plans Truss Calculations X Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend approval for revisions 1st P/C – 2.0 Hrs 2nd P/C –1.0 Hr From:Khoa Duong, P.E. CSG Consultants Inc. (714) 568-1010 10/01/2024 RIVER STREET HAYLOFT T.I.B20-0536 REV 9 V2 10/14/24CSG 10/14/24B20-0536 9 LADDER, COUNTERTOP, MECH & ELEC B20-0536 REV 9 V2 10/14/24