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B22-0715 - 31791 DEL OBISPO ST (2)11/20/23 B22 0715 X 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: 1/24/2023 32400 Paseo Adelanto CSG #: 427160 San Juan Capistrano, CA 92675 Agency Plan Check #: B22-0715 Attn: Building Department Job Address: 31791 Del Obispo Street Status: Hours: 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: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations X Structural Calculations Specifications X Soil Report Special Inspection Form(s) Geotechnical Letter Truss Calculations 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. CSG Consultants Stroscher Investments,LLC 32101 Cook Lane San Juan Capistrano,CA 92675 March 28",2023 City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano,CA 92675 Dear City of San Juan Capistrano, |am the landlord of 31791 Del Obispo Street.Please consider this letter to be my written confirmation of approval regarding the entire scope of work for In-N-Out?s building permit (B22-0715). Thank you, Andrew Stroscher Stroscher Investments,LLC andrew@stroscher.com 310-780-7167 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 1 Lisa La From:Andrew Seibly <aseibly@thetollroads.com> Sent:Thursday, March 30, 2023 6:40 AM To:Lisa La Cc:Greg Walker Subject:RE: In N Out - 31791 Del Obispo St [The e-mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi Lisa, Based on the information you provided, it appears that the demolition credit square footage is greater than the new construction square footage. With that information, TCA Road fees are not due. Could you make a note in the permit to reflect the demolition credit amount and the demolition permit number? Thanks, Andrew Seibly Transportation Corridor Agencies (949) 754-3425 (949) 754-3467 fax aseibly@thetollroads.com From: Lisa La <LLa@sanjuancapistrano.org> Sent: Wednesday, March 29, 2023 3:43 PM To: Andrew Seibly <aseibly@thetollroads.com> Cc: Greg Walker <gwalker@thetollroads.com> Subject: RE: In N Out - 31791 Del Obispo St CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Andrew, Please see attached demo permit and new construction application. The square footages provided are fully enclosed. Lisa La Senior Permit Technician City of San Juan Capistrano Temporary City Hall, 30448 Rancho Viejo #110 San Juan Capistrano, CA 92675 O: 949-443-6349 http://www.sanjuancapistrano.org/Building ** City Hall administrative offices have moved to 30448 Rancho Viejo Road** PLAN CHECK REPORT County of Orange, Health Care Agency, Environmental Health 1241 EAST DYER ROAD, SUITE 100 SANTA ANA, CA 92705-5611 (714)433-6074 Wednesday, March 22, 2023 1 Cassie Ruiz In-N-Out 31791 Del Obispo St. SanJuan Capistrano SR35708 PLAN STATUS APPROVED PLAN CHECKER Hugo A. Lopez (714) 433-6067 INSTRUCTIONS ☒Plan Approval Thank you for your plan submittal. Your plans are now approved and subject to the following conditions: 1. This approval does not constitute authority to violate any provision of the related codes, ordinances, or regulations, nor does it prevent further correction of errors found on the plan or with installation upon field inspection. All construction must conform to these approved plans. Alterations or changes to these plans must have review and written approval by the Plan Check Section of Environmental Health prior to construction. 2. All construction work must conform to local building codes and have the necessary approvals from the local building and fire authorities. Please refer to the local building department for plan approval and permits prior to construction. 3. All retail food facilities must be connected to an approved potable water supply. Please check the following link to ensure your food facility is connected to an approved water district or municipal water source: http://www.ocgov.com/about/infooc/links/oc/water. If the food facility is not supplied by a municipal source, and is supplied by a private well, you must immediately submit to Orange County Environmental Health required written verification that the water source meets the standards of the California Safe Drinking Water Act and is acceptable for a retail food establishment. 4. This plan approval is valid for a period of one year from the date of approval. 5. Newly constructed food facilities or new portions of existing food facilities shall not be placed into use without prior written approval by a member of this agency. Doing so may result in a penalty not to exceed three (3) times the cost of the annual permit. 6. For construction projects resulting in ownership changes or new facility classification, it is the responsibility of the owner or owner’s representative to submit the completed Health Permit Application, supporting ownership documents, and pay the first annual health permit fee no later than one week prior to scheduling the final health inspection. Payment of the health permit fee does not constitute plan approval or approval to operate. A final on-site inspection and approval, with a plan checker sign-off, are required to operate and obtain a permit. You may submit your application, ownership documents and pay the fee in person 10am- 4:00pm Monday through Friday, or by mail: Orange County Environmental Health 1241 E. Dyer Road, Suite 100 Santa Ana, CA 92705 Acceptable forms of payment in person: cash, check, credit card, or money order Acceptable forms of payment by mail: check or money order Make checks payable to County of Orange. Health permit fees are non-refundable and non-transferable. See reverse of the Health Permit Application for further instruction. 7. For revisions submitted after plan approval, a minimum fee of $266.00 will be due. The fee is subject to modification based upon the project and the scope of changes proposed. PLAN CHECK REPORT County of Orange, Health Care Agency, Environmental Health 1241 EAST DYER ROAD, SUITE 100 SANTA ANA, CA 92705-5611 (714)433-6074 Wednesday, March 22, 2023 2 ☒Inspection When work on the project has progressed to the point of requiring an inspection, please contact us at least five (10) working days in advance in order to help us accommodate your request. A preliminary inspection shall be done when the floors, walls, and ceiling finishes are complete and the equipment is in place. A final inspection will be needed in order to receive Health Permit approval from this Agency. Health permit approval is required prior to opening the food facility or storing food or beverages. ☒Construction Compliance AISLE CLEARANCE: Provide a minimum aisle clearance of 30 inches in all traffic areas. FINISHES: Finishes are subject to evaluation by this Agency. This determination will be made at the time of the preliminary field inspection. Finishes found not to be in compliance with current code requirements will not be accepted. If you are concerned about the acceptability of the finishes in your facility, please contact your plan checker prior to any work being conducted. FLOORS: Flooring shall be smooth, nonabsorbent, easily cleanable, and durable. The flooring shall be of an approved type that continues up the wall four (4) inches, in a seamless manner, forming a 3/8 inch minimum radius cove as an integral unit. Some slim foot ceramic, quarry and metal topset cove bases are generally acceptable. WALLS: Wall surfaces must be smooth, durable, and easily cleanable, such as drywall coated with semi-gloss enamel. In areas of high moisture, greenboard is strongly recommended. Surfaces beneath/behind sinks shall be FRP or equivalent. CEILINGS: Approved ceilings must extend over all food service areas. Approved ceilings include T-bar systems with vinyl-faced tiles, or dry-wall/hard-lid ceilings painted gloss or semi-gloss. No hanging pipes, exposed beams or duct work, decorative grids or hanging items may be exposed under the ceiling that may pose an overhead contamination risk. EQUIPMENT SPECIFICATIONS: o All new and replacement food-related or utensil-related equipment shall be certified or classified for SANITATION by an American National Standards Institute (ANSI) accredited certification program. Example of these accredited programs include NSF, UL, Intertek ETL< CSA etc. o All new and replacement electrical appliances shall meet applicable Underwriters Laboratories (UL) standards for electrical equipment as determined by and ANSI accredited certification program. EQUIPMENT INSTALLATION: o All equipment, including shelving, must be supported by six (6) inch high easily cleanable legs, commercial casters, or completely sealed in position on a four (4) inch high continuously coved base or concrete curb. VENTILATION: o Hoods and mechanical ventilation must comply with all applicable requirements as set forth in the current edition of the Uniform Mechanical Code, as adopted by the local building and fire authorities. o Mechanical make-up air shall be provided at least equal to that amount which is mechanically exhausted. Windows and doors are not approved sources for make-up air. HOOD CONSTRUCTION: o The canopy-type exhaust hood shall extend a minimum of six (6) inches beyond the outer edges of the cooking o surfaces as measured from the inside edge of the hood. o The cooking equipment must be spaced six (6) inches apart and from adjacent walls, or flashed together and to the walls, or, the cooking equipment must be equipped with commercial casters and quick disconnect gas lines. PLAN CHECK REPORT County of Orange, Health Care Agency, Environmental Health 1241 EAST DYER ROAD, SUITE 100 SANTA ANA, CA 92705-5611 (714)433-6074 Wednesday, March 22, 2023 3 o Flash the exhaust hood to the wall(s) and ceiling. DRY FOOD STORAGE: o Provide a minimum 32 linear or 96 running feet of dry food storage shelving units. This is in addition to the shelving used for working storage (i.e., over and under counter storage) and refrigeration storage. o All storage shelving must be accessible with 30 inch aisle clearance. LIQUOR STORAGE: Provide a liquor storage room equipped with approved type shelving, convenient to the bar, in addition to the required back-up dry food kitchen storage facilities. Within the liquor storage room, provide at least 16 linear feet of shelving units. All storage shelving must be accessible with 30 inch aisle clearance. WALK-IN UNITS: The walk-in refrigeration/freezer units must conform with applicable NSF International standards and be completely flashed to the building's walls and ceiling. The areas above walk-in units may not be used for storage. LOCKER/SHELF/POLE INSTALL: Lockers must be installed on six (6) inch high, easily cleanable legs, cantilevered off the wall, or on a minimum four (4) inch high continuously coved curb or platform. L-angle legs are not acceptable. DISH MACHINES: Dish machine chemicals must be stored on a cleanable shelf at least six (6) inches off the floor. HAND SINKS: o All handwashing facilities shall be supplied with warm water supplied through a mixing valve or combination faucet at a temperature of at least 100°F. All other sinks shall supply hot water at a temperature of at least 120°F. o RESTROOM REQUIREMENTS: o Employee and customer restrooms are common. CHEMICAL SHELF & MOP RACK: Provide a chemical storage shelf and mop rack in the janitorial area. WATER HEATER: o Provide a water heater with a minimum recovery rate of __________ gal./hr. degree rise in temperature. o When storage type water heater is proposed, provide a minimum energy input rating of _________ BTU's or ______________KW's. o Install the water heater on a four (4) inch high, coved platform or curb, or on at least six (6) inch high, smooth, easily cleanable legs. PLUMBING/ELECTRICAL: o All conduit, plumbing, etc., not concealed within walls, must be installed at least six (6) inches off the floor and 1/2 inch away from walls. All exposed flex conduit is to be "seal-tight" or equivalent. o Where pipe lines enter a wall, ceiling or floor, the opening around the line shall be tightly sealed. FLOOR SINKS: o All equipment which generates condensate or similar liquid wastes shall be drained by means of indirect waste pipes into a floor sink. Floor drains are not to be used in lieu of floor sinks. o All floor sinks must be at least half-exposed under the curb mounted equipment, or be in line with the front face of elevated freestanding equipment, and located within 15 feet of the condensate producing equipment. GREASE TRAP/INTERCEPTOR: Grease traps are not required by this Agency. If provided, a grease trap or interceptor shall not be located in a food or utensil handling area. VERMIN EXCLUSION: o All buildings are to be insect and rodent proofed. Compliance will be determined at the time of this Agency's field inspections. o -Provide self-closing devices on all exterior and restroom doors. AIR CURTAINS: Air curtain devices at pass or drive through windows must deliver an air flow at least eight (8) inches thick at the discharge nozzle at a velocity of at least 750 feet per minute, as measured three (3) feet from the nozzle. PLAN CHECK REPORT County of Orange, Health Care Agency, Environmental Health 1241 EAST DYER ROAD, SUITE 100 SANTA ANA, CA 92705-5611 (714)433-6074 Wednesday, March 22, 2023 4 202300224 VD 03/28/2023 Fryers R.219(i)(5) Van Doan, 03/28/2023 202300224 1 Lisa La From:Marquis, Michael <michaelm@smwd.com> Sent:Tuesday, February 28, 2023 11:48 AM To:Lisa La; Justin Inducil; Jeremy Hohnbaum Cc:Aguilar, Jaime; Marti, Pablo Subject:31791 Del Obispo Street Grading & Building Permits [The e-mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hello All, SMWD currently has no objecƟon to City of SJC issuance of grading and building permits for the In-N-Out Burger site at 31791 Del Obispo Street. Work on SMWD water and sewer faciliƟes shall not proceed at this Ɵme and all our faciliƟes shall be protected in place during performance of the on-site grading and/or building permit work. Thank you. Sincerely, Michael Marquis, P.E. Project Engineer M: 949-433-3880 O: 949-459-6615 smwd.com ***** Please note that email correspondence with the City of San Juan Capistrano, along with attachments, may be subject to the California Public Records Act, and therefore may be subject to disclosure unless otherwise exempt. Offices Serving the Western United States GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CALIFORNIA PROJECT NO. 112-20021 MARCH 17, 2020 PREPARED FOR: IN-N-OUT BURGER, A CALIFORNIA CORPORATION 13502 HAMBURGER LANE BALDWIN PARK, CA 91706 ATTENTION: MS. CASSIE YEE PREPARED BY: KRAZAN & ASSOCIATES, INC. 1100 OLYMPIC DRIVE, SUITE 103 CORONA, CALIFORNIA 92881 (951)273-1011 CSG 01/24/23B22-0715 V3 & A S S O C I A T E S , I N C . GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving The Western United States 1100 Olympic Drive, Suite 103  Corona, California 92881  (951) 273-1011  Fax: (951) 273-1003 INO San Juan Capistrano GEIR 031720.doc GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CALIFORNIA TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 PURPOSE AND SCOPE OF SERVICES ............................................................................................... 1 PROPOSED CONSTRUCTION .............................................................................................................. 2 SITE LOCATION AND SITE DESCRIPTION ..................................................................................... 2 GEOLOGIC SETTING ............................................................................................................................ 3 SEISMICITY AND LIQUEFACTION POTENTIAL ........................................................................... 3 FAULT RUPTURE HAZARD ZONES ................................................................................................... 4 EARTHQUAKE INDUCED LANDSLIDE ZONES .............................................................................. 5 OTHER HAZARDS .................................................................................................................................. 5 SITE COEFFICIENTS ............................................................................................................................. 5 FIELD AND LABORATORY INVESTIGATIONS .............................................................................. 6 SOIL PROFILE AND SUBSURFACE CONDITIONS ......................................................................... 7 GROUNDWATER .................................................................................................................................... 7 EXPANSIVE SOIL ...................................................................................................................................... 7 SOIL CORROSIVITY .................................................................................................................................. 8 INFILTRATION .......................................................................................................................................... 8 CONCLUSIONS AND RECOMMENDATIONS ................................................................................... 8 ADMINISTRATIVE SUMMARY ................................................................................................................... 8 GROUNDWATER INFLUENCE ON STRUCTURES/CONSTRUCTION ............................................................ 10 SEISMIC CONSIDERATIONS .................................................................................................................... 10 Ground Shaking ................................................................................................................................. 10 Seismic Induced Settlement ............................................................................................................... 11 EARTHWORK .......................................................................................................................................... 11 Site Preparation – Clearing and Stripping .......................................................................................... 11 Overexcavation and Recompaction .................................................................................................... 12 Fill Placement ..................................................................................................................................... 12 KA No. 112-17030 Page No. 2 Offices Serving The Western United States 1100 Olympic Drive Suite 103  Corona, California 92881  (951) 273-1011  Fax: (951) 273-1003 INO San Juan Capistrano GEIR 031720.doc ENGINEERED FILL .................................................................................................................................. 13 FOUNDATION ......................................................................................................................................... 13 Settlement ........................................................................................................................................... 14 Lateral Load Resistance ..................................................................................................................... 14 FLOOR SLABS AND EXTERIOR FLATWORK ............................................................................................ 15 RETAINING WALLS ................................................................................................................................ 15 STRUCTURAL SETBACKS ....................................................................................................................... 16 TEMPORARY EXCAVATION STABILITY .................................................................................................. 16 UTILITY TRENCH LOCATION, CONSTRUCTION AND BACKFILL ............................................................. 17 COMPACTED MATERIAL ACCEPTANCE ................................................................................................. 17 SURFACE DRAINAGE AND LANDSCAPING .............................................................................................. 18 PAVEMENT DESIGN ................................................................................................................................ 18 Portland Cement Concrete (Rigid) Pavement .................................................................................... 19 INFILTRATION TESTING ......................................................................................................................... 20 SOIL CORROSIVITY ................................................................................................................................ 20 ADDITIONAL SERVICES .................................................................................................................... 21 LIMITATIONS ........................................................................................................................................ 21 FIGURES FIGURE 1 VICINITY MAP FIGURE 2 SITE PLAN FIGURE 3 EARTHQUAKE ZONES OF REQUIRED INVESTIGATION MAP FIGURE 4 HISTORICAL GROUNDWATER FIGURE 5 GEOLOGIC MAP APPENDIX A BORING LOG LEGEND BORING LOGS LABORATORY TEST RESULTS APPENDIX B GENERAL EARTHWORK SPECIFICATIONS APPENDIX C GENERAL PAVEMENT SPECIFICATIONS APPENDIX D LIQUEFACTION ANALYSIS & A S S O C I A T E S , I N C . GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving The Western United States 1100 Olympic Drive, Suite 103  Corona, California 92881  (951) 273-1011  Fax: (951) 273-1003 INO San Juan Capistrano GEIR 031720.doc March 17, 2020 KA Project No. 112-20021 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CALIFORNIA INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the proposed construction that will include a new In-N-Out Burger Restaurant. It is anticipated that the proposed development will include construction of one building, approximately 3,879 square feet in size, a drive- thru area, trash enclosure, an outdoor patio area, associated parking and drive areas, and localized landscaped areas. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, grading, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior concrete flatwork, retaining walls, soil corrosivity, and pavement design. A Vicinity Map showing the location of the site is presented on Figure 1. A Site Plan showing the approximate boring locations is presented on Figure 2. Descriptions of the field and laboratory investigations, boring log legend and boring logs are presented in Appendix A. Appendix A contains a description of the laboratory-testing phase of this study, along with the laboratory test results. Appendices B and C contain guide specifications for earthwork and flexible pavements, respectively. If conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE OF SERVICES This geotechnical investigation was conducted to evaluate subsurface soil and groundwater conditions at the project site. Engineering analysis of the field and laboratory data was performed for the purpose of developing and providing geotechnical recommendations for use in the design and construction of the earthwork, foundation and pavement aspects of the project. Our scope of services was outlined in our proposal dated February 4, 2020 (KA Proposal No. G20017CAC) and included the following:  A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. KA No. 112-20021 Page No. 2 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc  Review of selected published geologic maps, reports and literature pertinent to the site and surrounding area.  A field investigation consisting of drilling six (6) borings to depths ranging from approximately ten (10) to fifty (50) feet below the existing ground surface for evaluation of the subsurface conditions at the project site.  Performance of two (2) infiltration tests at the subject site in order to determine an estimated infiltration rate for the near surface soil.  Performance of laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils.  Evaluation of the data obtained from the investigation and engineering analyses of the data with respect to the geotechnical aspects of structural design, site grading, and paving.  Preparation of this report summarizing the findings, results, conclusions, and recommendations of our investigation. Environmental services, such as a chemical analysis of soil and groundwater for possible environmental contaminates, were not in our scope of services. PROPOSED CONSTRUCTION Based on our review of the preliminary site plan and our discussions with the project representatives, we understand that the proposed development will include construction of a new In-N-Out Burger Restaurant consisting of one building approximately 3,879 square feet in size. The proposed restaurant will be of wood frame/stucco construction with a slab-on-grade floor. The proposed development will include a drive-thru area, trash enclosure, associated parking, exterior patio seating, and localized landscaped areas. It is anticipated that the proposed structure will be supported on a shallow foundation system and incorporate a slab-on-grade floor. In the event these structural or grading details are inconsistent with the final design criteria, we should be notified so that we can evaluate the potential impacts of the changes on the recommendations presented in this report and provide an updated report as necessary. SITE LOCATION AND SITE DESCRIPTION The site is an irregular shaped parcel with an approximate area of 1.8 acres associated with the existing Marie Callender’s Restaurant & Bakery located at the subject site. The site is located at the southwest quadrant of Del Obispo Street and Ortega Highway, in the city of San Juan Capistrano, California. Currently, there is a single-story restaurant building onsite. The current building is been occupied by Marie Callender’s Restaurant & Bakery. Groundcover at the site consists of concrete curbs and gutters, asphalt pavements, and localized planter areas. The site is relatively flat and level with no major changes in elevation. KA No. 112-20021 Page No. 3 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc GEOLOGIC SETTING The subject site is located within the Peninsular Ranges Geomorphic Province along the coastal strip of southern Orange County. The site overlies uplifted, Quaternary age river terrace deposits. The terrace deposits rest upon bedrock deposits of the Pliocene age Capistrano Formation which is composed of marine mudstone, siltstone and shale. The Capistrano Formation together with other Tertiary and possibly Mesozoic sediments, extend to a depth of several thousand feet and are underlain by crystalline basement rock. The river terrace deposits consist of mixtures of silt, clay, sand, gravel and cobbles. Numerous moderate to large earthquakes have affected the area of the subject site within historic time. Based on the proximity of several dominant active faults and seismogenic structures, as well as the historic seismic record, the area of the subject site is considered subject to relatively high seismicity. Southern California is seismically active and will experience future earthquakes that will affect the project site. The seismic hazard most likely to impact the site is ground shaking due to a large earthquake on one of the major active regional faults. The Newport-Inglewood, San Joaquin Hills, and Elsinore Fault Zones are the nearest significant active fault zones to the site, located approximately 5.7, 6.7, and 19.4 miles from the site, respectively. Because of the proximity to the subject site and the maximum probable events for these faults, it appears that a maximum probable event along these fault zones could produce a peak horizontal acceleration of approximately 0.553g when uncertainty is used. With respect to this hazard, the site is comparable to others in this general area within similar geologic settings. The area in consideration shows no mapped faults on-site according to maps prepared by the California Geologic Survey and published by the International Conference of Building Officials (ICBO). No evidence of surface faulting was observed on the property during our reconnaissance. SEISMIC HAZARDS ZONES In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Specifically, the maps identify areas where soil liquefaction and earthquake-induced landslides are most likely to occur. A site-specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. The subject site is located on the State of California, Seismic Hazard Zones Map, San Juan Capistrano Quadrangle, dated December 21, 2001. The subject site is located in an area designated by the State of California as a liquefaction hazard zone. SEISMICITY AND LIQUEFACTION POTENTIAL Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and fault systems. Fault patterns and density reflect relative degrees of regional stress through time, but do not necessarily indicate recent seismic activity; therefore, the degree of seismic risk must be determined or estimated by the seismic record in any given KA No. 112-20021 Page No. 4 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc region. The Newport-Inglewood, San Joaquin Hills, and Elsinore Fault Zones are the nearest significant active fault zones to the site, located approximately 5.7, 6.7, and 19.4 miles from the site, respectively. Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated: 1) Soil type 2) Groundwater depth 3) Relative density 4) Initial confining pressure 5) Intensity and duration of ground shaking The subject site is located on the State of California, Seismic Hazard Zones Map, San Juan Capistrano Quadrangle, dated December 21, 2001. The subject site is located in and area designated as a liquefaction hazard zone. The subsurface soil conditions encountered at the site consist of stiff to very stiff and medium dense to very dense soils. Groundwater at the site visit was encountered at a depth of approximately 34.5 feet below current site grades. Historic high groundwater data in the vicinity of the site, however, indicates historic depths to groundwater on the order of 5 feet below site grades. The potential for soil liquefaction during a seismic event was evaluated using the LiquefyPro computer program (version 5.8h) developed by CivilTech Software. For the analysis, a maximum earthquake magnitude of 6.0 Mw and a peak horizontal ground surface acceleration of 0.553g were considered appropriate for the liquefaction analysis. A groundwater depth of 5 feet was used for the analysis. The computer analysis indicates that the subsurface soil conditions encountered at the subject site are not conducive to liquefaction induced settlement. Based on our findings, it is our opinion that the potential for seismic-induced soil liquefaction within the project site is low. Therefore, measures to mitigate liquefaction potential are not considered necessary. FAULT RUPTURE HAZARD ZONES The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time, the Act has been amended 11 times (Hart, 2007). The purpose of the Act, as provided in California Geologic Survey (CGS) Special Publication 42 (SP 42), is to “prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault-rupture”. The Act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special Studies Zones" was renamed the "Earthquake Fault Zones." An Earthquake Fault Zones Map has not been prepared for the vicinity of the subject site to date. The nearest zoned fault is a portion of the Newport-Inglewood Fault Zone located approximately 5.7 miles from the subject site. KA No. 112-20021 Page No. 5 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc EARTHQUAKE INDUCED LANDSLIDE ZONES The subject site is located on the State of California, Seismic Hazard Zones Map San Juan Capistrano Quadrangle, dated December 21, 2001. The site is not located within an area identified as an Earthquake Induced Landslide Zone. OTHER HAZARDS Rockfall, Landslide, Slope Instability, Debris Flow: The subject site is relatively flat and level. It is our understanding that there are no significant slopes planned as part of the proposed development. Provided the recommendations presented in this report are implemented into the design and construction of the proposed development, rockfalls, landslides, slope instability, and debris flows are not anticipated to pose a hazard to the subject site. Seiches: Seiches are large waves generated within enclosed bodies of water. The site is not located in close proximity to any lakes or reservoirs. As such, seiches are not anticipated to pose a hazard to the subject site. Tsunamis: Tsunamis are tidal waves generated by fault displacement or major ground movement. The site is several miles from the ocean. As such, tsunamis are not anticipated to pose a hazard to the subject site. Hydroconsolidation: The near surface soils encountered at the subject site were found to be stiff to very stiff and medium dense to very dense. Provided remedial grading recommendations presented in this report are incorporated in the design and construction, hydroconsolidation is not anticipated to be a significant concern for the subject site. SITE COEFFICIENTS The site class, per Table 1613.5.2, 2019 CBC, is based upon the site soil conditions. It is our opinion that a Site Class D is appropriate for building design at this site. For seismic design of the structures, in accordance with the seismic provisions of the 2019 CBC, we recommend the following parameters: KA No. 112-20021 Page No. 6 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc 2019 CALIFORNIA BUILDING CODE Seismic Item Value CBC Reference Site Class D Table 1613.5.2 Fa 1.031 Table 1613.5.3 (1) SS 1.173 Figure 1613.5 (3) SMS 1.209 Section 1613.5.3 SDS 0.806 Section 1613.5.4 Fv 1.878 Table 1613.5.3 (2) S1 0.422 Figure 1613.5 (4) SM1 0.793 Section 1613.5.3 SD1 0.528 Section 1613.5.4 Peak Horizontal Acceleration 0.553g Figure 22.7 TS 0.655 The seismic hazard most likely to impact the site is ground shaking due to a large earthquake on one of the major active regional faults. The Newport-Inglewood, San Joaquin Hills, and Elsinore Fault Zones are the nearest significant active fault zones to the site, located approximately 5.7, 6.7, and 19.4 miles from the site, respectively. Because of the proximity to the subject site and the maximum probable events for these faults, it appears that a maximum probable event along these fault zones could produce a peak horizontal acceleration of approximately 0.553g when uncertainty is used. With respect to this hazard, the site is comparable to others in this general area within similar geologic settings. FIELD AND LABORATORY INVESTIGATIONS Subsurface soil conditions were explored by drilling six (6) borings using a truck-mounted drill rig to depths ranging from approximately ten (10) feet to fifty (50) feet below existing site grades. Bulk subgrade soil samples were also obtained for laboratory testing. The approximate boring and bulk sample locations are shown on the Site Plan, Figure 2. These approximate boring and sample locations were estimated in the field based on pacing and measuring from the limits of existing site features. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsurface soils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of natural in-situ moisture and density, gradation, R-Value, maximum dry density, resistivity, pH value, sulfate- and chloride-contents of the materials encountered. Details of the laboratory-testing program are discussed in Appendix A. The results of the laboratory tests are presented on the boring logs or on the KA No. 112-20021 Page No. 7 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc test reports, which are also included in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. Ground surface beneath the parking area consisted of approximately two to four inches of asphalt pavement followed by approximately two to three inches of discernable base material below. In general, the subsurface soil generally consisted of up to 9 feet of clay material. Below the clay soil, interbeded layers of medium dense to very dense silty sand and poorly-graded sand, and stiff to very stiff silty clay were encountered to the maximum depth explored, 50 feet below site grade. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance, measured by the number of blows required to drive a Modified California sampler or Standard Penetration Test (SPT) ranged from 9 to 88 blows per foot. Dry densities ranged from approximately 100 to 119 pcf. Representative samples of the near surface soils consolidated approximately 0.2 and 1.5 percent under a 2 ksf load when saturated. Representative samples of the near surface soils had angles of internal friction of 30 and 31 degrees with cohesion values of 100 and 200 psf, respectively. A bulk sample was tested in the laboratory and found to have an R-Value of 25. The above is a general description of soil conditions encountered at the site in the borings drilled for this investigation. For a more detailed description of the soil conditions encountered, please refer to the boring logs in Appendix A. GROUNDWATER Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Groundwater was encountered at a depth of approximately 34.5 feet below current site grades during drilling operations at the subject site. Based on a review of the San Juan Capistrano Quadrangle, Seismic Hazards Report, historic high groundwater depths for the vicinity of the subject site indicate groundwater depths on the order of five (5) feet below ground surface. It should be recognized that water table elevation might fluctuate with time. The depth to groundwater can be expected to fluctuate both seasonally and from year to year. Fluctuations in the groundwater level may occur due to variations in precipitation, irrigation practices at the site and in the surrounding areas, climatic conditions, flow in adjacent or nearby canals, pumping from wells and possibly as the result of other factors that were not evident at the time of our investigation. Therefore, water level observations at the time of our field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. Long-term monitoring in observation wells, sealed from the influence of surface water, is often required to more accurately define the potential range of groundwater conditions on a site. EXPANSIVE SOIL The near-surface clay soils encountered at the site have been identified through laboratory testing as having a “medium” expansion potential and thus they should not be used within the upper 24 inches of KA No. 112-20021 Page No. 8 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc Engineered Fill. Expansive soils have the potential to undergo volume change, or shrinkage and swelling, with changes in soil moisture. As expansive soils dry, the soil shrinks; when moisture is reintroduced into the soil, the soil swells. SOIL CORROSIVITY Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The tests consisted of minimum resistivity, sulfate content and chloride content, and the results of the tests are included as follows: Parameter Results Test Method Sulfate 166 ppm CA 417 Chloride 60 ppm CA 422 Resistivity 1,000 ohm-cm CA 643 pH Value 7.1 EPA 9045C INFILTRATION Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site using Reverse Borehole Procedures. Infiltration testing has been performed in accordance with the County of Orange Technical Guidance Document. Infiltration testing performed on the near surface silty sand soil indicates infiltration rate of approximately 0.35 and 0.40 inch per hour. Detailed results of the percolation test and infiltration rate are included in the appendices of this report in tabular format. The soil infiltration rates are based on tests conducted with clean water. The areas tested were presaturated prior to testing. A layer of approximately 2 inches of gravel was placed at the base of each test pit location prior to testing. The depth to water and the bottom of the test pit was measured at each time interval noted. The infiltration rates may vary with time as a result of soil clogging from water impurities. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. ADMINISTRATIVE SUMMARY In brief, the subject site and soil conditions, with the exception of the upper expansive soils, the moderately compressible upper native soils, and existing development, appear to be conducive to the development of the project. KA No. 112-20021 Page No. 9 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc Based on the data collected during this investigation and from a geotechnical engineering standpoint, it is our opinion that the proposed improvements may be made as anticipated provided that the recommendations presented in this report are considered in the design and construction of the project. Existing structures are located within the project site vicinity. Any surface or buried structures encountered during construction should be properly removed and/or relocated. It is suspected that demolition activities of the existing structures will disturb the near surface soils. Areas disturbed by demolition activities should be excavated to firm native ground. The resulting excavations should be backfilled with Engineered Fill. Excavations, depressions, or soft and pliant areas extending below planned, finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill. To reduce post-construction soil movement, provide uniform support for the proposed building, and address surface disturbed materials resulting from construction activities, overexcavation and recompaction within the proposed building footprint area should be performed to a minimum depth of five (5) feet below existing grades or three (3) feet below the bottom of the proposed footings, whichever is deeper. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction. The overexcavation and recompaction should also extend laterally five (5) feet beyond edges of the proposed footings or building limits. Based on the soil conditions for the fill material encountered at the subject site, it is acceptable to use it as Engineered Fill. Within the proposed exterior flatwork and pavement areas, the overexcavation and recompaction should be performed to a depth of at least one (1) foot below existing grade or finish subgrade, whichever is deeper. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. It is recommended that the upper 24 inches of soil supporting lightly loaded foundations (less than 1,000 psf) and slab-on-grade areas consist of Non-Expansive Engineered Fill or lime-treated Engineered Fill. The intent is to support the lightly loaded foundations and slab areas with 24 inches of non-expansive. The fill placement serves 2 functions: 1) it provides a uniform amount of soil which will more evenly distribute the soil pressures and 2) it reduces moisture-content fluctuation in the clayey material beneath the structure area. Fill material should be compacted to a minimum of 90 percent of the maximum dry density based on ASTM Test Method D1557. All fill material should be moisture-conditioned to within two percent of the optimum moisture-content. The limit of grading and the proposed building footprint should be established in the field prior to construction. Additional remedial grading will be required if the building edges exceed the grading limit. The grading envelope should be at least 5 feet beyond the outer edges of the building footprint. KA No. 112-20021 Page No. 10 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc The exterior slabs should be at least 5 inches thick and reinforced with No. 3 rebar at 18 inches on-center, each way. Although the near surface soil was found to possess a low expansion index, the on-site soil was found to possess varying clay content and as such there is the potential for expansive soil to be encountered. The soil placed in the upper 18 inches of the building pad should include non-expansive soil. The proposed structures, including walls and other foundation elements may be supported on a shallow foundation system bearing on a minimum of three feet of newly placed Engineered Fill. Spread and continuous footings can be designed for a maximum allowable soil bearing pressure, dead plus live load, of 2,300 psf. Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site. Infiltration testing performed on the near surface silty sand soil indicates infiltration rate of approximately 0.35 and 0.40 inch per hour. Detailed results of the percolation test and infiltration rate are attached in tabular format. The soil percolation rates are based on tests conducted with clean water. The infiltration rates may vary with time as a result of soil clogging from water impurities. soil sample was obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentration detected in the soil sample indicated a moderate potential for exposure to sulfate based on allowable values established by HUD/FHA and UBC. Portland cement concrete in contact with soil should contain type II cement and possess a compressive strength of at least 4,000 psi to compensate for sulfate reactivity with the cement. GROUNDWATER INFLUENCE ON STRUCTURES/CONSTRUCTION Based on our findings and historical records, it is anticipated that groundwater may rise within the zone of structural influence or affect the construction of foundations and pavements for the project. Recent groundwater measurements indicate a depth to groundwater of approximately 34.5 feet below site grades, however, historic data indicates depths to groundwater as shallow as 5 feet below ground levels. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, “pump,” or not respond to densification techniques. Also, based on a review of the San Juan Capistrano Quadrangle, Seismic Hazards Report, historic high groundwater depths for the vicinity of the subject site indicate groundwater depths on the order of five feet below ground surface. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. SEISMIC CONSIDERATIONS Ground Shaking Although ground rupture is not considered to be a major concern at the subject site, the site will likely be subject to at least one moderate to severe earthquake and associated seismic shaking during its lifetime, as well as periodic slight to moderate earthquakes. Some degree of structural damage due to stronger KA No. 112-20021 Page No. 11 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc seismic shaking should be expected at the site, but the risk can be reduced through adherence to seismic design codes. Seismic Induced Settlement One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based on site subsurface conditions and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our Geotechnical Engineering Investigation Report. Based on the moderate penetration resistance measured, the native deposits underlying the surface materials do not appear to be subject to significant seismic settlement. EARTHWORK Site Preparation – Clearing and Stripping General site clearing should include removal of vegetation and existing utilities, structures (footings and slabs); existing pavements; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Existing structures are located within the project site vicinity. Any surface or buried structures encountered during construction should be properly removed and/or relocated. It is suspected that demolition activities of the existing structures will disturb the near surface soils. Areas disturbed by demolition activities should be excavated to firm native ground. The resulting excavations should be backfilled with Engineered Fill. Excavations, depressions, or soft and pliant areas extending below planned, finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill. General site clearing should include removal of vegetation and existing utilities, structures (footings and slabs); existing pavements; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Any excavations that result from clearing operations should be backfilled with Engineered Fill. Krazan & Associates’ field staff should be present during site clearing operations to enable us to locate areas where depressions or disturbed soils are present and to allow our staff to observe and test the backfill as it is KA No. 112-20021 Page No. 12 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc placed. If site clearing and backfilling operations occur without appropriate observation and testing by a qualified geotechnical consultant, there may be the need to over-excavate the building area to identify uncontrolled fills prior to mass grading of the building pad. As with site clearing operations, any buried structures encountered during construction should be properly removed and backfilled. The resulting excavations should be backfilled with Engineered Fill. Overexcavation and Recompaction To reduce post-construction soil movement, provide uniform support for the proposed building, and address anticipated disturbed material resulting from construction activities, overexcavation and recompaction within the proposed building footprint area should be performed to a minimum depth of five (5) feet below existing grades or three (3) foot below the bottom of the proposed footings, whichever is deeper. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction. The overexcavation and recompaction should also extend laterally five (5) feet beyond edges of the proposed footings or building limits. Any undocumented fill encountered during grading should be removed and replaced with Engineered Fill. Within the proposed exterior flatwork and pavement areas, the overexcavation and recompaction should be performed to a depth of at least one (1) foot below existing grade or finish subgrade, whichever is deeper. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. Expansive Soil Mitigation It is recommended that the upper 24 inches of soil supporting lightly loaded foundations (less than 1,000 psf) and slab-on-grade areas consist of Non-Expansive Engineered Fill or lime-treated Engineered Fill. The intent is to support the lightly loaded foundations and slab areas with 24 inches of non-expansive or lime-treated fill. The fill placement serves two functions: 1) it provides a uniform amount of soil which will more evenly distribute the soil pressures and 2) it reduces moisture-content fluctuation in the clayey material beneath the structure area. The non-expansive fill material should be a well-graded silty sand or sandy silt soil. A clean sand or very sandy soil is not acceptable for this purpose. A sandy soil will allow the surface water to drain into the expansive clayey soil below, which may result in soil swelling. Imported Fill should be approved by the Soils Engineer prior to placement. The non-expansive fill should be placed as specified as Engineered Fill. Fill Placement Prior to placement of fill soils, the upper 12 inches of subgrade soils should be scarified, moisture-conditioned to near optimum moisture-content, and recompacted to a minimum of 90 percent of the maximum dry density based on ASTM Test Method D1557. Fill material should be compacted to a minimum of 90 percent of the maximum dry density based on ASTM Test Method D1557. The upper soils, during wet winter months, may become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. KA No. 112-20021 Page No. 13 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc ENGINEERED FILL The organic-free, on-site, soils are predominately clay material. These soils will be suitable for reuse as Engineered Fill under the upper 24 inches of Non-Expansive soil, provided they are cleansed of excessive organics and debris. For the upper 24 inches of soil, it is recommended to consist of Non-Expansive Engineered Fill or lime-treated Engineered Fill. The stockpiled undocumented fill found on the southern portion of the site should not be used as Engineered Fill and should be haul off the site in its entirely. The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the contractor, since they have complete control of the project site at that time. Imported Fill material should be predominately non-expansive granular material. This material should be approved by the Geotechnical Engineer prior to use and should typically possess the following characteristics: NON-EXPANSIVE FILL PROPERTIES Percent Passing No. 200 Sieve 10 to 50 Plasticity Index (PI) 12 maximum Liquid Limit 35 maximum UBC Standard 29-2 Expansion Index 20 maximum Imported Fill should be free from rocks and clods greater than 4 inches in diameter. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned to near optimum moisture-content, and compacted to achieve at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. FOUNDATION The proposed structures, including walls and other foundation elements may be supported on a shallow foundation system bearing on a minimum of three (3) feet of newly placed Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: Load Allowable Loading Dead Load Only 1,750 psf Dead-Plus-Live Load 2,300 psf Total Load, including wind or seismic loads 3,000 psf The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is deeper. Minimum footing widths should be 15 inches for continuous KA No. 112-20021 Page No. 14 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc footings and 24 inches for isolated footings. The footing excavations should not be allowed to dry out any time prior to placement of concrete. It is recommended that the foundation for the proposed structure be placed entirely within compacted fill materials or entirely within alluvium or bedrock. Footings shall not transition from one bearing material to another. It is recommended that all foundations contain steel reinforcement of at least two (2) number four (#4) bars, one (1) top and one (1) bottom. Foundations should be designed to tolerate the anticipated total and differential settlement. It is recommended that all foundations be set back a minimum of five (5) feet from the top of all adjacent slopes or deepened to maintain at least five (5) feet between the bottom of the footing and the slope face. Additionally, all footing set back criteria, should conform to 2019 CBC Section 1805.3.2 and Figure 1805.3.1. In addition, structural setbacks should be in accordance with the County of Orange building department. It is recommended that all footings be cleared of all loose soil and construction debris prior to pouring concrete. Settlement Provided the site is prepared as recommended and that the foundations are designed and constructed in accordance with our recommendations, the total settlement due to foundation loads is not expected to exceed 1 inch. The differential settlements are anticipated to be less than ¾-inch between adjacent columns and perimeter walls to adjacent columns, and less than ½-inch in 30 feet along perimeter walls. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. Total settlement caused by a seismic event is estimated to be less than 0.47 inch. The anticipated total seismic settlement is estimated over a distance of 100 feet. Provided the building is supported on Non- Expansive Engineered Fill soil, the anticipated differential seismic settlement is estimated to be approximately 0.31 inch over a distance of 100 feet. Lateral Load Resistance Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.25 acting between the base of foundations and the supporting subgrade. Where a vapor barrier material is used below concrete slabs-on-grade, a coefficient of friction should be provided by the vapor barrier manufacturer. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 200 pounds per cubic foot acting against the appropriate vertical footing faces. Where equivalent fluid pressure against the sides of the footings or embedded slab edge are to be used, the footing or slab edge must be cast directly against undisturbed soils or the soils surrounding the structure must be recompacted to the requirements for Engineered Fill presented above. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A one-third increase in the value above may be used for short duration, wind, or seismic loads. KA No. 112-20021 Page No. 15 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc FLOOR SLABS AND EXTERIOR FLATWORK The interior slabs-on-grade should be designed at least five inches (5") in thickness. It is recommended that the slabs be reinforced with number three (#3) bars, eighteen inches (18") on center in both directions. Exterior slabs-on-grade should be designed at least five inches (5") in thickness. It is recommended that the slabs be reinforced with number three (#3) bars, eighteen inches (18") on center in both directions. The exterior floors should be poured separately in order to act independently of the walls and foundation system. All fills required to bring the building pads to grade should be Engineered Fills. It is recommended that the slabs should be underlain by six inches (6") of compacted Class 2 Aggregate Base with a minimum 15 mil polyolefin membrane vapor barrier (i.e. Stego Wrap or equivalent) placed with two inches (2") of clean sand on top of the vapor barrier. As an alternative, well graded non- expansive compacted fill may be used directly below the slab on grade. Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab-on-grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder be installed in accordance with ASTM guidelines. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the structure. Over-irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture. RETAINING WALLS For retaining walls with level ground surface behind the walls, we recommend that retaining walls capable of deflecting a minimum of 0.1 percent of its height at the top be designed using an equivalent fluid active pressure of 40 pounds per square foot per foot of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection may be designed for an equivalent fluid at- rest pressure of 60 pounds per square foot per foot of depth. This is anticipated to apply to the loading dock walls. A passive lateral pressure of 200 pounds per square foot may be used to calculate sliding resistance. If walls are to be constructed above descending slopes, our office should be contacted to discuss further reduction in allowable passive pressures for resistance of lateral forces, and for overall retaining wall foundation design. The surcharge effect from loads adjacent to the walls should be included in the wall design. The surcharge load for walls capable of deflecting (cantilever walls), we recommend applying a uniform surcharge pressure equal to one-third of the applied load over the full height of the wall. Where walls are restrained the surcharge load should be based on one-half of the applied load above the wall, also distributed over the full height of the KA No. 112-20021 Page No. 16 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc wall. For other surcharges, such as from adjacent foundations, point loads or line loads, Krazan & Associates should be consulted. Expansive soils should not be used for backfill against walls. The zone of non-expansive backfill material should extend from the bottom of each retaining wall laterally back a distance equal to the height of the wall, to a maximum of five (5) feet. The active and at-rest earth pressures do not include hydrostatic pressures. To reduce the build-up of hydrostatic pressures, drainage should be provided behind the retaining walls. Wall drainage should consist of a minimum 12-inch wide zone of drainage material, such as ¾-inch by ½-inch drain rock wrapped in a non-woven polypropylene geotextile filter fabric such as Mirafi 140N or equivalent. Alternatively, drainage may be provided by the placement of a commercially produced composite drainage blanket, such as Miradrain, extending continuously up from the base of the wall. The drainage material should extend from the base of the wall to finished subgrade in paved areas and to within about 12 inches below the top of the wall in landscape areas. In landscape areas the top 12 inches should be backfilled with compacted native soil. A 4-inch minimum diameter, perforated, Schedule 40 PVC drain pipe should be placed with holes facing down in the lower portion of the wall drainage material, surrounded with drain rock wrapped in filter fabric. A solid drainpipe leading to a suitable discharge point should provide drainage outlet. As an alternative, weep holes may be used to provide drainage. If weep holes are used, the weep holes should be 3 inches in diameter and spaced about 8 feet on centers. The backside of the weep holes should be covered with a corrosion-resistant mesh to prevent loss of backfill and/or drainage material. STRUCTURAL SETBACKS It is recommended that all foundations be set back a minimum of five (5) feet from the top of all adjacent slopes or deepened to maintain at least five (5) feet between the bottom of the footing and the slope face. Additionally, all footing set back criteria, should conform to 2019 CBC Section 1805.3.2 and Figure 1805.3.1. In addition, structural setbacks should be in accordance with the County of Orange building department. TEMPORARY EXCAVATION STABILITY All excavations should comply with the current requirements of Occupational Safety and Health Administration (OSHA). All cuts greater than 5 feet in depth should be sloped or shored. Temporary excavations should be sloped at 1:1 (horizontal to vertical) or flatter, up to a maximum depth of 10 feet, and at 2:1 (horizontal to vertical) for cuts greater than 10 feet. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within five feet of the top (edge) of the excavation. Where sloped excavations are not feasible due to site constraints, the excavations may require shoring. The design of the shoring system is normally the responsibility of the contractor or shoring designer, and therefore, is outside the scope of this report. The design of the temporary shoring should take into account lateral pressures exerted by the adjacent soil, and, where anticipated, surcharge loads due to adjacent buildings and any construction equipment or traffic expected to operate alongside the excavation. KA No. 112-20021 Page No. 17 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc The excavation/shoring recommendations provided herein are based on soil characteristics derived from our test borings within the area. Variations in soil conditions will likely be encountered during the excavations. Krazan & Associates, Inc. should be afforded the opportunity to provide field review to evaluate the actual conditions and account for field condition variations, not otherwise anticipated in the preparation of this recommendation. Local building codes may restrict vertical cuts or shoring types used during construction. This may include limitations adjacent to existing improvements or public right of ways. UTILITY TRENCH LOCATION, CONSTRUCTION AND BACKFILL To maintain the desired support for existing or new foundations, new utility trenches should be located such that the base of the trench excavation is located above an imaginary plane having an inclination of 1.0 horizontal to 1.0 vertical, extending downward from the bottom edge of the adjacent footing. Utility trenches should be excavated according to accepted engineering practices following OSHA standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be kept to a minimum; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. For purposes of this section of the report, backfill is defined as material placed in a trench starting one foot above the pipe; bedding and shading (also referred to as initial backfill) is all material placed in a trench below the backfill. With the exception of specific requirements of the local utility companies or building department, pipe bedding and shading should consist of clean medium-grained sand. The sand should be placed in a damp state and should be compacted by mechanical means prior to the placement of backfill soils. Above the pipe zone, underground utility trenches may be backfilled with either free-draining sand, on-site soil or imported soil. The trench backfill should be compacted to at least 95 percent relative compaction. COMPACTED MATERIAL ACCEPTANCE Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be solely used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent upon the moisture-content and the stability of that material. The Geotechnical Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be too dry or excessively wet, unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with in-situ moisture-content significantly less than optimum moisture. Where expansive soils are present, heaving of the soils may occur with the introduction of water. Where the material is a lean clay or silt, this type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded. KA No. 112-20021 Page No. 18 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc SURFACE DRAINAGE AND LANDSCAPING The ground surface should slope away from building and pavement areas toward appropriate drop inlets or other surface drainage devices. We recommended that adjacent paved exterior grades be sloped a minimum of 2 percent for a minimum distance of 10 feet away from structures. Ideally, asphalt concrete pavement areas should be sloped at a minimum of 2 percent, with Portland cement concrete sloped at a minimum of one percent toward drainage structures. These grades should be maintained for the life of the project. Roof drains should be designed to avoid discharging into landscape areas adjacent to the building. Downspouts should be directed to discharge directly onto paved surfaces to allow for surface drainage into the storm systems or should be connected directly to the on-site storm drain. PAVEMENT DESIGN Based on the established standard practice of designing flexible pavements in accordance with State of California Department of Transportation (Caltrans) for projects within California, we have developed pavement sections in accordance with the procedure presented in Caltrans Standard Test Method 301. This pavement design procedure is based on the volume of traffic (Traffic Index) and the soil resistance “R” value (R-Value). Asphalt Concrete (Flexible) Pavements One (1) near-surface soil sample was obtained from the soil borings at the project site for laboratory R- Value testing. The sample was tested in accordance with California Test 301. Results of the test are as follows: R-VALUE TEST RESULTS Sample Number Sample Depth (ft) Description R-Value at Equilibrium RV #1 0-5’ Clay (CL) 25 The Civil Engineer should consult with the client to confirm the truck count prior to assigning the Traffic Index and selecting the pavement sections for incorporation into the project plans. Based on our understanding of the project specifications, a Traffic Index of 5.5 has been used for design of pavements for automobile parking lots and drive lanes. Based on a review of the boring logs and the R-Value data presented above, the near surface soil of the site consists of clay with an R-Value of 25. If site grading exposes soil other than that assumed, we should perform additional tests to confirm or revise the recommended pavement sections for actual field conditions. Based on project specifications, the following recommended pavement section is presented below: KA No. 112-20021 Page No. 19 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc ASPHALT CONCRETE (FLEXIBLE) PAVEMENTS Subgrade R-Value = 40 Traffic / Pavement Designation Traffic Index Asphalt Concrete (inches) Class 2 Aggregate Base (inches) Depth of Compacted Subgrade (in) STANDARD DUTY 5.5 4.0 6.0 12.0 We recommend that the subgrade soil be prepared as discussed in this report. The compacted subgrade should be non-yielding when proof-rolled with a loaded ten-wheel truck, such as a water truck or dump truck, prior to pavement construction. Subgrade preparation should extend a minimum of 2 feet laterally behind the edge of pavement or back of curbs. Pavement areas should be sloped and drainage gradients maintained to carry all surface water off the site. A cross slope of 2 percent is recommended in asphalt concrete pavement areas to provide good surface drainage and to reduce the potential for water to penetrate into the pavement structure. Unless otherwise required by local jurisdictions, paving materials should comply with the materials specifications presented in the Caltrans Standard Specifications Section. Class 2 Aggregate should comply with the materials requirements for Class 2 Base found in Section 26. The mineral aggregate shall be Type B, ½-inch or ¾-inch maximum, medium grading, for the wearing course and ¾-inch maximum, medium grading for the base course, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The asphalt concrete materials should comply with and be placed in accordance with the specifications presented in Section 39 of the Caltrans Standard Specifications, latest edition. Asphalt concrete should be compacted to a minimum of 95 percent of the maximum laboratory compacted (kneading compactor) unit weight. ASTM Test procedures and should be used to assess the percent relative compaction of soils, aggregate base and asphalt concrete. Aggregate base and subbase, and the upper 12 inches of subgrade should be compacted to at least 95 percent based on the Modified Proctor maximum compacted unit weight obtained in accordance with ASTM Test Method D1557. Compacted aggregate base should also be stable and unyielding when proof-rolled with a loaded ten-wheel water truck or dump truck. Portland Cement Concrete (Rigid) Pavement A six-inch layer of compacted Class 2 Aggregate Base should be placed over the prepared subgrade prior to placement of the concrete. Based on soil conditions and project specifications, we recommend that the rigid pavement be a minimum of five (5) inches thick. The final rigid pavement design and section should be determined by the project Structural Engineer. RIGID PAVEMENT Traffic/Pavement Designation Portland Cement Concrete (inches) Class 2 Aggregate Base (inches) Compacted Subgrade (inches) Standard Duty 5.0 6.0 12.0 Prior to the construction of any rigid pavement, we recommend that concrete mix histories with flexural strength data be obtained from the proposed supplier. In the absence of flexural strength history, we KA No. 112-20021 Page No. 20 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc recommend that laboratory trial batching and testing be performed to allow for confirmation that the proposed concrete mix is capable of producing the required flexural strength. The concrete pavements should be designed with both longitudinal and transverse joints. The saw-cut or formed joints should extend to a minimum depth on one-fourth of the pavement thickness plus ¼ inch. Joint spacing should not exceed 15 feet. Steel reinforcement of all rigid pavements is recommended to keep the joints tight and to control temperature cracking. Keyed joints are recommended at all construction joints to transfer loads across the joints. Joints should be reinforced with a minimum of ½ inch diameter by 48-inch long deformed reinforcing steel placed at mid-slab depth on 18-inch center-to-center spacing to keep the joints tight for load transfer. The joints should be filled with a flexible sealer. Expansion joints should be constructed only where the pavements abut structures or fixed objects. Smooth bar dowels, with a diameter of d/8, where d equals the thickness of the concrete, at least 14 inches in length, placed at a spacing of 12 inches on centers, may also be considered for construction joints to transfer loads across the joints. The dowels should be centered across the joints with one side of the dowel lubricated to reduce the bond strength between the dowel and the concrete and fitted with a plastic cap to allow for bar expansion. INFILTRATION TESTING Infiltration rates were determined using the results of open borehole infiltration testing conducted at the subject site. Infiltration testing performed on the near surface silty sand soil indicates infiltration rate of approximately 0.35 and 0.40 inch per hour. Detailed results of the infiltration test and infiltration rate are attached in tabular format. The soil percolation rates are based on tests conducted with clean water. The infiltration rates may vary with time as a result of soil clogging from water impurities. A factor of safety should be incorporated into the design of the percolation system to compensate for these factors as determined appropriate by the designer. In addition, periodic maintenance consisting of clearing the bottom of the system of clogged soils should be expected. It is recommended that the location of the infiltration systems not be closer than ten feet (10’) as measured laterally from the edge of the adjacent property line, ten feet (10’) from the outside edge of any foundation and five (5’) from the edge of any right-of way to the outside edges of the infiltration system. If the infiltration location is within ten feet (10’) from the proposed foundation, it is recommended that this infiltration system should be impervious from the finished ground surface to a depth that will achieve a diagonal distance of a minimum of ten feet (10’) below the bottom of the closest footing in the project. SOIL CORROSIVITY Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. HUD/FHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water. KA No. 112-20021 Page No. 21 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc A soil sample was obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentration detected in the soil sample indicated a moderate potential for exposure to sulfate based on allowable values established by HUD/FHA and UBC. Portland cement concrete in contact with soil should contain type II cement and possess a compressive strength of at least 4,000 psi to compensate for sulfate reactivity with the cement. Electrical resistivity testing of the soils indicates that the onsite soils may have a severe potential for metal loss from electrochemical corrosion process. A qualified corrosion engineer may be consulted regarding mitigation of the corrosion effects of the onsite soils on underground metal utilities. ADDITIONAL SERVICES Krazan & Associates should be retained to review your final foundation and grading plans, and specifications. It has been our experience that this review provides an opportunity to detect misinterpretation or misunderstandings with respect to the recommendations presented in this report prior to the start of construction. Variations in soil types and conditions are possible and may be encountered during construction. In order to permit correlation between the soil data obtained during this investigation and the actual soil conditions encountered during construction, a representative of Krazan & Associates, Inc. should be present at the site during the earthwork and foundation construction activities to confirm that actual subsurface conditions are consistent with those contemplated in our development of this report. This will allow us the opportunity to compare actual conditions exposed during construction with those encountered in our investigation and to expedite supplemental recommendations if warranted by the exposed conditions. This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. All earthworks should be performed in accordance with the recommendations presented in this report, or as recommended by Krazan & Associates during construction. Krazan & Associates should be notified at least five working days prior to the start of construction and at least two days prior to when observation and testing services are needed. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. The review of plans and specifications, and the observation and testing of earthwork related construction activities by Krazan & Associates are important elements of our services if we are to remain in the role of Geotechnical Engineer-Of-Record. If Krazan & Associates is not retained for these services, the client and the consultants providing these services will be assuming our responsibility for any potential claims that may arise during or after construction. LIMITATIONS Geotechnical Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using appropriate and current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements KA No. 112-20021 Page No. 22 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc in the field of Geotechnical Engineering, physical changes in the site due to site clearing or grading activities, new agency regulations, or possible changes in the proposed structure or development after issuance of this report will result in the need for professional review of this report. Updating or revisions to the recommendations report, and possibly additional study of the site may be required at that time. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The logs of the exploratory borings do not provide a warranty as to the conditions that may exist beneath the entire site. The extent and nature of subsurface soil and groundwater variations may not become evident until construction begins. It is possible that variations in soil conditions and depth to groundwater could exist beyond the points of exploration that may require additional studies, consultation, and possible design revisions. If conditions are encountered in the field during construction, which differ from those described in this report, our firm should be contacted immediately to provide any necessary revisions to these recommendations. This report presents the results of our Geotechnical Engineering Investigation, which was conducted for the purpose of evaluating the soil conditions in terms of foundation and retaining wall design, and grading and paving of the site. This report does not include reporting of any services related to environmental studies conducted to assessment the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere, or the presence of wetlands. Any statements in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey professional judgment regarding the presence of potentially hazardous or toxic substances. Conversely, the absence of statements in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, does not constitute our rendering professional judgment regarding the absence of potentially hazardous or toxic substances. The conclusions of this report are based on the information provided regarding the proposed construction. We emphasize that this report is valid for the project as described in the text of this report and it should not be used for any other sites or projects. The geotechnical engineering information presented herein is based upon our understanding of the proposed project and professional interpretation of the data obtained in our studies of the site. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. The Geotechnical Engineer should be notified of any changes to the proposed project so the recommendations may be reviewed and re- evaluated. The work conducted through the course of this investigation, including the preparation of this report, has been performed in accordance with the generally accepted standards of geotechnical engineering practice, which existed in geographic area of the project at the time the report was written. No other warranty, express or implied, is made. This report is issued with the understanding that the owner chooses the risk they wish to bear by the expenditures involved with the construction alternatives and scheduling that are chosen. KA No. 112-20021 Page No. 23 Krazan & Associates, Inc. Offices Serving The Western United States INO San Juan Capistrano GEIR 031720.doc If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011. Respectfully submitted, KRAZAN & ASSOCIATES, INC. James M. Kellogg, PE, GE Managing Engineer RCE No. 65092 RGE No. 2902 Jorge A. Pelayo, PE Project Engineer RCE No. 91269 VICINITY MAP Scale: NTS Date: March, 2020 GEOTECHNICAL ENGINEERING PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CA Drawn by: JP Approved by: JK Project No. 112-20021 Figure No. 1 SUBJECT SITE ` APPROXIMATE BORING LOCATION APPROXIMATE R-VALUE LOCATION APPROXIMATE INFILTRATION TEST LOCATION SITE MAP Scale: NTS Date: March, 2020 GEOTECHNICAL ENGINEERING PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CA Drawn by: JP Approved by: JK Project No. 112-20021 Figure No. 2 B1 B3 B5 B4 R1 B2 B6 IT1 IT2 Source: State of California Seismic Hazards Map, San Juan Capistrano Quadrangle EARTHQUAKE ZONES OF REQUIRED INVESTIGATION MAP Scale: NTS Date: March, 2020 GEOTECHNICAL ENGINEERING PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CA Drawn by: JP Approved by: JK Project No. 112-20021 Figure No. 3 SUBJECT SITE Source: State of California Seismic Hazards Map, San Juan Capistrano Quadrangle HISTORICAL GROUNDWATER Scale: NTS Date: March, 2020 GEOTECHNICAL ENGINEERING PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CA Drawn by: JP Approved by: JK Project No. 112-20021 Figure No. 4 SUBJECT SITE Source: Department of Conservation: Geologic Map of California, 2010 GEOLOGIC MAP Scale: NTS Date: March, 2020 GEOTECHNICAL ENGINEERING PROPOSED IN-N-OUT BURGER RESTAURANT 31791 DEL OBISPO STREET SAN JUAN CAPISTRANO, CA Drawn by: JP Approved by: JK Project No. 112-20021 Figure No. 5 SUBJECT SITE Krazan & Associates, Inc. Offices Serving The Western United States APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investigation Our field investigation consisted of a surface reconnaissance and a subsurface exploration program consisted of drilling, logging and sampling a total of six (6) borings. The depth of exploration was approximately ten to fifty feet below the existing site surface. A member of our staff visually classified the soils in the field as the drilling progressed and recorded a continuous log of each boring. Visual classification of the soils encountered in our exploratory borings was made in general accordance with the Unified Soil Classification System (ASTM D2487). A key for the classification of the soil and the boring logs are presented in this Appendix. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Samples were obtained from the borings by driving either a 2.5-inch inside diameter Modified California tube sampler fitted with brass sleeves or a 2-inch outside diameter, 1-3/8-inch inside diameter Standard Penetration (“split-spoon”) test (SPT) sampler without sleeves. Soil samples were retained for possible laboratory testing. The samplers were driven up to a depth of 18 inches into the underlying soil using a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler was recorded for each 6-inch penetration interval and the number of blows required to drive the sampler the last 12 inches are shown as blows per foot on the boring logs. The approximate locations of our borings and bulk samples are shown on the Site Plan, Figure 2. These approximate locations were estimated in the field based on pacing and measuring from the limits of existing site features. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the soil underlying the site. The laboratory-testing program was formulated with emphasis on the evaluation of in-situ moisture, density, gradation, shear strength, consolidation potential, and R- Value of the materials encountered. In addition, chemical tests were performed to evaluate the soil/cement reactivity and corrosivity. Test results were used in our engineering analysis with respect to site and building pad preparation through mass grading activities, foundation and retaining wall design recommendations, pavement section design, evaluation of the materials as possible fill materials and for possible exclusion of some soils from use at the structures as fill or backfill. Select laboratory test results are presented on the boring logs, with graphic or tabulated results of selected tests included in this Appendix. The laboratory test data, along with the field observations, was used to prepare the final boring logs presented in the Appendix. UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more than 50% of material Is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines) ~~~ GW Well-graded gravels, gravel-sand ..... GRAVELS .... :4 mixtures, little or no fines More than 50% ~ Poorly-graded gravels, gravel-sand . GP mixtures, little or no fines of coarse ~Q'c fraction larger Gravels with fines (More than 12% flnesl than No. 4 sieve size GM Silty gravels, gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay lo mixtures Clean Sands (Less than 5% fines ) :::::: SW Well-graded sands, gravelly sands, ~=~=~= little or no fines SANDS .'· :,·· 50% or more ·:.·' SP Poorly graded sands, gravelly sands, .. little or no fines of coarse ::.:. ·: .•. fraction smaller Sands with fines {More than 12% finesl than No. 4 II sieve size SM Silty sands, sand-silt mixtures ~ ~ SC Clayey sands, sand-clay mixtures FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) Inorganic silts and very fine sands, rock SILTS ML flour, silty of clayey fine sands or clayey AND silts with slight plasticity CLAYS ~ Inorganic clays of low to medium Liquid limit ~ CL plasticity, gravelly clays, sandy clays, less than silty clays, lean clays 50% -~ ·-Organic silts and organic silty clays of ...:.-_ OL - 1--low plasticity -~ - Inorganic sllts, micaceous or SILTS MH dlatomaceous fine sandy or silty soils, elastic silts AND CLAYS Inorganic clays of high plasticity, fat Liquid llmlt CH clays 50% or greater Organic clays of medium to high OH plasticity, organic silts HIGHLY ,,\1, ORGANIC i.!L ~ PT Peat and other highly organic soils SOILS ,\I/ CONSISTENCY CLASSIFICATION Descrip tion Blows p er Foot Granular Soils Very Loose <5 Loose 5-15 Medium Dense 16-40 Dense 41-65 Very Dense > 65 Cohesive Soils Very Soft <3 Soft 3-5 Firm 6-10 Stiff 11 -20 Very Stiff 21-40 Hard >40 GRAIN SIZE CLASSIFICATION Grain Type Standard Sieve Size Grain Size in Millimeters Boulders Above 12 inches Above 305 Cobbles 12 to 13 inches 305 to 76.2 Gravel 3 inches to No. 4 76.2 to 4.76 Coarse-grained 3 to% inches 76 .2 to 19.1 Fine-grained % inches to No. 4 19.1to4.76 Sand No. 4 to No. 200 4.76 to 0 .074 Coarse-grained No . 4 to No. 10 4.76 to 2 .00 Medium-grained No . 10 to No. 40 2.00 to 0 .042 Fine-grained No. 40 to No. 200 0.042 to 0.074 Silt and Clay Below No. 200 Below 0.074 PLASTICITY CHART 60 ! 50 ~ t1 40 Cl !: 30 5 20 § 10 IL ..... CLctlll. CL ./ ,_ ·. ,, ,v CH v ./ II" ALINE: /p1 = o·73(L. -20) v MHA.OH v ML&,OL 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) (%) Standard Penetration Split Spoon Sampler California Modified Split Spoon Sampler Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 1 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B1 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-1 Jorge Pelayo Not Encountered N/A N/A Ground Surface CLAY (CL) Very stiff, fine-grained; dark brown, moist SILTY SAND (SM) Medium dense, medium- to fine-grained; dark brown, moist End of Borehole Water not encountered Boring backfilled with soil cuttings 105.0 114.1 12.7 11.4 33 20 20 40 60 10 20 30 40 Hand Auger Hollow Stem 2-27-20 5½ Inches Jorge Pelayo 10 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 1 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B2 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-2 Jorge Pelayo Not Encountered N/A N/A Ground Surface CLAY (CL) Stiff to very stiff, fine-grained; dark brown, moist SILTY SAND (SM) Medium dense, medium- to fine-grained; dark brown, moist End of Borehole Water not encountered Boring backfilled with soil cuttings 110.0 119.6 10.1 8.8 22 16 20 40 60 10 20 30 40 Hand Auger Hollow Stem 2-27-20 5½ Inches Jorge Pelayo 10 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 3 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B3 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-3 Jorge Pelayo 34½ Feet 34½ Feet 50 Feet Ground Surface ASPHALT PAVING = 3 inches AGGREGATE BASE = 3 inches CLAY (CL) Very stiff, fine-grained; dark brown, moist SILTY SAND (SM) Medium dense, medium- to fine-grained; dark brown, moist SILTY CLAY (CL) Stiff to very stiff, fine-grained; dark brown, moist 100.7 115.7 10.1 12.7 15.1 35 20 14 17 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 50 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 2 of 3 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)22 24 26 28 30 32 34 36 38 40 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B3 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-3 Jorge Pelayo 34½ Feet 34½ Feet 50 Feet SILTY SAND (SM) Dense, medium- to fine-grained; light brown, moist POORLY GRADED SAND (SP) Dense to very dense, medium- to fine- grained with GRAVEL; light brown, wet With GRAVEL 17.0 12.1 14.8 13.6 17 15 32 88 54 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 50 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 3 of 3 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)42 44 46 48 50 52 54 56 58 60 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B3 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-3 Jorge Pelayo 34½ Feet 34½ Feet 50 Feet End of Borehole Water encountered at 34½ feet Boring backfilled with soil cuttings 13.9 16.7 19.3 54 22 59 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 50 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 1 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B4 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-4 Jorge Pelayo Not Encountered N/A N/A Ground Surface ASPHALT PAVING = 4 inches AGGREGATE BASE = 2 inches CLAY (CL) Stiff, fine-grained; dark brown, moist SILTY SAND (SM) Medium dense, fine-grained; dark brown, moist End of Borehole Water not encountered Boring backfilled with soil cuttings 103.9 108.6 16.2 15.3 13 17 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 10 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 1 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B5 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-5 Jorge Pelayo Not Encountered N/A N/A Ground Surface ASPHALT PAVING = 2 inches AGGREGATE BASE = 3 inches CLAY (CL) Very stiff, fine-grained; black, moist SILTY SAND (SM) Loose, fine-grained; dark brown, moist SANDY CLAY (CL) Stiff, fine-grained; dark brown, moist Water not encountered Boring backfilled with soil cuttings 101.3 111.6 16.2 11.6 18.1 16.1 36 12 13 9 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 20 Feet Log of Boring Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water> Initial: At Completion: Drill Rig: Drill Method: Drill Date: Hole Size: Driller:Elevation: Sheet: 1 of 1 Krazan and Associates SUBSURFACE PROFILE SAMPLE Depth (ft)0 2 4 6 8 10 12 14 16 18 20 SymbolDescription Dry Density (pcf)Moisture (%)TypeBlows/ft.Penetration Test blows/ft Water Content (%) B6 112-20021In-N-Out Burger Restaurant In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano, California A-6 Jorge Pelayo Not Encountered N/A N/A Ground Surface ASPHALT PAVING = 3½ inches AGGREGATE BASE = 3 inches CLAY (CL) Very stiff, fine-grained; dark brown, moist SILTY SAND (SM) Medium dense, medium- to fine-grained; dark brown, moist SILTY CLAY (CL) Stiff to very stiff, fine-grained; dark brown, moist Water not encountered Boring backfilled with soil cuttings 103.4 112.0 11.9 16.6 19.6 17.4 27 23 12 9 20 40 60 10 20 30 40 CME 75 Hollow Stem 2-27-20 5½ Inches Baja Exploration 20 Feet Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 5'Soil Classification:CLWet Weight:491.80Dry Weight:491.80Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.75100.0#82.36100.0#161.187.41.51.598.5#300.604.50.92.497.6#500.309.41.94.395.7#1000.1517.73.67.992.1#2000.0822.44.612.587.5Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationCLSample NumberB-3 @ 5'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 10'Soil Classification:SMWet Weight:447.20Dry Weight:447.20Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.5026.55.95.994.1#44.7514.53.29.290.8#82.3620.14.513.786.3#161.1837.28.322.078.0#300.6044.09.831.868.2#500.3074.516.748.551.5#1000.1550.611.359.840.2#2000.0825.65.765.534.5Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSMSample NumberB-3 @ 10'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 15'Soil Classification:CLWet Weight:434.90Dry Weight:434.90Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.75100.0#82.361.40.30.399.7#161.183.40.81.198.9#300.606.81.62.797.3#500.3010.82.55.294.8#1000.1510.42.47.592.5#2000.0816.33.711.388.7Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationCLSample NumberB-3 @ 15'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 20'Soil Classification:CLWet Weight:340.60Dry Weight:340.60Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.75100.0#82.360.60.20.299.8#161.181.10.30.599.5#300.602.40.71.298.8#500.303.61.12.397.7#1000.156.72.04.295.8#2000.0811.43.37.692.4Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationCLSample NumberB-3 @ 20'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 25'Soil Classification:CLWet Weight:466.40Dry Weight:466.40Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.750.20.00.0100.0#82.360.80.20.299.8#161.181.40.30.599.5#300.603.70.81.398.7#500.304.40.92.397.7#1000.154.51.03.296.8#2000.0810.62.35.594.5Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationCLSample NumberB-3 @ 25'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 30'Soil Classification:SMWet Weight:441.20Dry Weight:441.20Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.5011.22.52.597.5#44.7521.64.97.492.6#82.3634.17.715.284.8#161.1846.710.625.774.3#300.6054.612.438.161.9#500.3032.47.345.554.5#1000.1526.56.051.548.5#2000.0826.86.157.542.5Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSMSample NumberB-3 @ 30'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 35'Soil Classification:SPWet Weight:445.80Dry Weight:445.80Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.5013.02.92.997.1#44.7513.53.05.994.1#82.3624.65.511.588.5#161.1866.514.926.473.6#300.60110.824.951.248.8#500.3076.817.268.531.5#1000.1547.510.779.120.9#2000.0843.39.788.811.2Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSPSample NumberB-3 @ 35'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 40'Soil Classification:SPWet Weight:462.80Dry Weight:462.80Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.7516.53.63.696.4#82.3633.47.210.889.2#161.1878.416.927.772.3#300.6083.418.045.754.3#500.3092.920.165.834.2#1000.1563.413.779.520.5#2000.0858.912.792.27.8Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSPSample NumberB-3 @ 40'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 45'Soil Classification:SPWet Weight:441.80Dry Weight:441.80Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.7544.110.010.090.0#82.3641.79.419.480.6#161.1847.610.830.269.8#300.6080.618.248.451.6#500.3075.417.165.534.5#1000.1564.314.680.119.9#2000.0845.610.390.49.6Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSPSample NumberB-3 @ 45'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Sieve AnalysisProject Number:11220021Project Name:INO San Juan CapistranoDate:3/17/2020Sample Location:B-3 @ 50'Soil Classification:SPWet Weight:421.80Dry Weight:421.80Moisture Content:0%Sieves Sieve Retained Retained. Cum Cum.Size/Number Size, mm Weight % % Retained % Passing.1-1/2"37.50100.01"25.00100.03/4"19.00100.01/2"12.50100.03/8"9.50100.0#44.7534.68.28.291.8#82.3634.58.216.483.6#161.1870.616.733.166.9#300.6074.617.750.849.2#500.3073.017.368.131.9#1000.1543.710.478.521.5#2000.0847.611.389.810.2Krazan Testing Laboratory Grain Size AnalysisProject Name INO San Juan CapistranoProject Number 11220021Soil ClassificationSPSample NumberB-3 @ 50'0.010.020.030.040.050.060.070.080.090.0100.00.0010.010.1110100PERCENT PASSINGGrain Size in MillimetersGravelCoarseFineSandCoarseMediumFineSilt or Clay(Unified Soils Classification)Krazan Testing Laboratory Direct Shear of Consolidated, Drained Soils ASTM D - 3080 / AASHTO T - 236 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-2 @ 5' Soil Classification :CL Sample Surface Area :0.0289 STRESS DISPLACEMENT DATA Lat. Disp.Normal Load Normal Load Shear force Shear Stress (in.) 1000 2000 3000 psf lbs psf 0 0 0 0 500 40.3 345 0.030 12.4 20 46 1000 83.4 672 0.060 18.9 27.6 49.2 1500 115.0 912 0.090 21.4 35.6 56 0.120 24 40.6 61.2 0.150 27.9 45.7 67.9 0.180 28.5 49.8 73.5 0.210 24.6 54.6 79.4 0.240 0 58.7 80 0.270 0 54.1 0 0.300 0 0 0 0.330 0 0 0 0.360 0 0 0 Shear Strength Diagram (Direct Shear) 0.00 0.50 1.00 1.50 2.00 2.50 0.0 1.0 2.0Shear Strength, KsfNormal Load, Ksf Cohesion: Ksf Angle of Internal Friction: ° 0.1 30 Krazan Testing Laboratory ASTM D - 3080 / AASHTO T - 236 Project Number Boring No. & Depth Soil Type Date 11220021 B-2 @ 5'CL 3/17/2020 0.00 1.00 2.00 3.00 0.0 1.0 2.0 3.0Shear Strength, KsfNormal Load, Ksf Cohesion: Ksf Angle of Internal Friction: ° 0.1 30 Krazan Testing Laboratory Direct Shear of Consolidated, Drained Soils ASTM D - 3080 / AASHTO T - 236 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-5 @ 5' Soil Classification :CL Sample Surface Area :0.0289 STRESS DISPLACEMENT DATA Lat. Disp.Normal Load Normal Load Shear force Shear Stress (in.) 1000 2000 3000 psf lbs psf 0 0 0 0 500 50.3 421 0.030 26.4 40.4 50.6 1000 107.8 858 0.060 30.4 48.6 56.8 1500 130.8 1032 0.090 35.7 57.9 63.5 0.120 31.4 63.1 68.1 0.150 0 68.7 75.4 0.180 0 70 81.4 0.210 0 75 86.9 0.240 0 0 91.2 0.270 0 0 0 0.300 0 0 0 0.330 0 0 0 0.360 0 0 0 Shear Strength Diagram (Direct Shear) 0.00 0.50 1.00 1.50 2.00 2.50 0.0 1.0 2.0Shear Strength, KsfNormal Load, Ksf Cohesion: Ksf Angle of Internal Friction: ° 0.2 31 Krazan Testing Laboratory ASTM D - 3080 / AASHTO T - 236 Project Number Boring No. & Depth Soil Type Date 11220021 B-5 @ 5'CL 3/17/2020 0.00 1.00 2.00 3.00 0.0 1.0 2.0 3.0Shear Strength, KsfNormal Load, Ksf Cohesion: Ksf Angle of Internal Friction: ° 0.2 31 Krazan Testing Laboratory Expansion Index Test ASTM D - 4829/ UBC Std. 18-2 Project Number : 11220021 Project Name : INO San Juan Capistrano Date : 3/17/2020 Sample location/ Depth : B-3 @ 0 - 5' Sample Number : A Soil Classification : SM Trial #1 2 3 Weight of Soil & Mold, gms 585.4 Weight of Mold, gms 168.6 Weight of Soil, gms 416.8 Wet Density, Lbs/cu.ft.125.7 Weight of Moisture Sample (Wet), gms 200.0 Weight of Moisture Sample (Dry), gms 183.9 Moisture Content, %8.8 Dry Density, Lbs/cu.ft.115.6 Specific Gravity of Soil 2.7 Degree of Saturation, %51.6 Time Inital 30 min 1 hr 6hrs 12 hrs 24 hrs Dial Reading 0 -- -- -- -- 0.048 Expansion Potential Table Expansion Index measured =48 Exp. Index Potential Exp. Expansion Index 50 = 49.1 0 - 20 Very Low 21 - 50 Low 51 - 90 Medium Expansion Index = 49 91 - 130 High >130 Very High Krazan Testing Laboratory One Dimensional Consolidation Properties of Soil ASTM D - 2435 / AASHTO T - 216 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-1 @ 5' Soil Classification :CL Sample Condition :Undisturbed LOAD (ksf) Reading % Consolidation 0.1 0 -- 0.5 0.0008 0.08 1 0.0017 0.17 2 0.0047 0.47 Satur.0.0019 0.19 4 0.0067 0.67 8 0.01 1.00 0.1 0.0048 0.48 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %0.2 Krazan Testing Laboratory Consolidation Test Project No Boring No. & Depth Date Soil Classification 11220021 B-1 @ 5'3/17/2020 CL 0.00 0.20 0.40 0.60 0.80 1.00 1.20 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %0.2 Krazan Testing Laboratory One Dimensional Consolidation Properties of Soil ASTM D - 2435 / AASHTO T - 216 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-1 @ 10' Soil Classification :SM Sample Condition :Undisturbed LOAD (ksf) Reading % Consolidation 0.1 0.0001 -- 0.5 0.0029 0.29 1 0.0043 0.43 2 0.0084 0.84 Satur.0.0145 1.45 4 0.0274 2.74 8 0.04 4.00 0.1 0.0356 3.56 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %1.5 Krazan Testing Laboratory Consolidation Test Project No Boring No. & Depth Date Soil Classification 11220021 B-1 @ 10'3/17/2020 SM 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %1.5 Krazan Testing Laboratory One Dimensional Consolidation Properties of Soil ASTM D - 2435 / AASHTO T - 216 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-4 @ 5' Soil Classification :SM Sample Condition :Undisturbed LOAD (ksf) Reading % Consolidation 0.1 0 -- 0.5 0.001 0.10 1 0.0022 0.22 2 0.0038 0.38 Satur.0.0021 0.21 4 0.0047 0.47 8 0.0073 0.73 0.1 0.0034 0.34 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %0.2 Krazan Testing Laboratory Consolidation Test Project No Boring No. & Depth Date Soil Classification 11220021 B-4 @ 5'3/17/2020 SM 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %0.2 Krazan Testing Laboratory One Dimensional Consolidation Properties of Soil ASTM D - 2435 / AASHTO T - 216 Project Number :11220021 Project Name :INO San Juan Capistrano Date :3/17/2020 Sample Location :B-4 @ 10' Soil Classification :SM Sample Condition :Undisturbed LOAD (ksf) Reading % Consolidation 0.1 0 -- 0.5 0.0005 0.05 1 0.0024 0.24 2 0.0057 0.57 Satur.0.0134 1.34 4 0.0247 2.47 8 0.0347 3.47 0.1 0.0268 2.68 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %1.3 Krazan Testing Laboratory Consolidation Test Project No Boring No. & Depth Date Soil Classification 11220021 B-4 @ 10'3/17/2020 SM 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.1 1 10 100 Percent ConsolidationLoad in Kips per Square Foot % Consolidation @ 2Ksf: %1.3 Krazan Testing Laboratory ANAHEIM TEST LAB, INC 196 Technology Drive, Unit D Irvine, CA 92618 Phone (949)336-6544 Krazan & Associates, Inc 1100 Olympic Drive, Ste. 103 Corona, CA 92881 DATE: 03/16/20 P.O. NO: Verbal LAB NO: C-0406 SPECIFICATION: 417/422/643 MATERIAL: Soil Project No: 112 20021 INO San Juan Capistrano B-1 @ 0-5’ ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm-cm 7.1 166 60 1,000 RESPECTFULLY SUBMITTED ________________________________ WES BRIDGER CHEMIST Project #Date 3/16/2020 Project Name Project Address Test No:IT-1 Total Depth (in.)108 Test Size (in)9 Depth To Water 34.5'Soil Classification SM Reading Elasped Time(min.) Incremental Time (min.) Initial Depth To Water(in.) Final Depth To Water(in.) Incremental Fall of Water(in.) Incremental Infiltration Rate (in/hr) Start 0 0.00 6.0 -- -- 1 20.00 20.00 6.0 11.0 5.00 0.35 2 40.00 20.00 11.0 16.0 5.00 0.37 3 60.00 20.00 16.0 21.0 5.00 0.39 4 80.00 20.00 21.0 25.5 4.50 0.37 5 100.00 20.00 25.5 30.0 4.50 0.39 6 120.00 20.00 30.0 34.0 4.00 0.36 7 140.00 20.00 34.0 38.0 4.00 0.38 8 160.00 20.00 38.0 41.5 3.50 0.35 9 180.00 20.00 41.5 45.0 3.50 0.37 10 200.00 20.00 45.0 48.5 3.50 0.39 11 220.00 20.00 48.5 51.5 3.00 0.35 12 240.00 20.00 51.5 54.5 3.00 0.37 0.35Infiltration Rate in Inches per Hour RESULTS OF INFILTRATION TESTS - REVERSE BOREHOLE 11220021 INO San Juan Capistrano 31791 Del Obispo Street, San Juan Capistrano, CA 0.0 0.2 0.4 0.6 0.8 1.0 0 50 100 150 200 250Infiltration Rate (inches/hour)Time (minutes) IT-1 Project #Date 3/16/2020 Project Name Project Address Test No:IT-2 Total Depth (in.)108 Test Size (in)9 Depth To Water 34.5'Soil Classification SM Reading Elasped Time(min.) Incremental Time (min.) Initial Depth To Water(in.) Final Depth To Water(in.) Incremental Fall of Water(in.) Incremental Infiltration Rate (in/hr) Start 0 0.00 4.0 -- -- 1 20.00 20.00 4.0 10.0 6.00 0.42 2 40.00 20.00 10.0 15.5 5.50 0.40 3 60.00 20.00 15.5 21.0 5.50 0.43 4 80.00 20.00 21.0 26.0 5.00 0.41 5 100.00 20.00 26.0 31.0 5.00 0.44 6 120.00 20.00 31.0 35.5 4.50 0.42 7 140.00 20.00 35.5 40.0 4.50 0.45 8 160.00 20.00 40.0 44.0 4.00 0.42 9 180.00 20.00 44.0 48.0 4.00 0.45 10 200.00 20.00 48.0 52.0 4.00 0.48 11 220.00 20.00 52.0 55.5 3.50 0.45 12 240.00 20.00 55.5 58.5 3.00 0.40 0.40Infiltration Rate in Inches per Hour RESULTS OF INFILTRATION TESTS - REVERSE BOREHOLE 11220021 INO San Juan Capistrano 31791 Del Obispo Street, San Juan Capistrano, CA 0.0 0.2 0.4 0.6 0.8 1.0 0 50 100 150 200 250Infiltration Rate (inches/hour)Time (minutes) IT-2 Appendix B Page B. 1 Krazan & Associates, Inc. Offices Serving The Western United States APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthworks in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Incorporated, hereinafter referred to as the Geotechnical Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the project Civil Engineer. Both the Geotechnical Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Geotechnical Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical Engineer, Civil Engineer, or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to the minimum relative compaction of 90 percent. Soil moisture-content requirements presented in the Geotechnical Engineer’s report shall also be complied with. The maximum laboratory compacted dry unit weight of each soil placed as fill shall be determined in accordance with ASTM Test Method D1557-00 (Modified Proctor). The optimum moisture-content shall also be determined in accordance with this test method. The terms “relative compaction” and “compaction” are defined as the in-place dry density of the compacted soil divided by the laboratory compacted maximum dry density as determined by ASTM Test Method D1557-00, expressed as a percentage as specified in the technical portion of the Geotechnical Engineer's report. The location and frequency of field density tests shall be as determined by the Geotechnical Engineer. The results of these tests and compliance with these specifications shall be the basis upon which the Geotechnical Engineer will judge satisfactory completion of work. Appendix B Page B. 2 Krazan & Associates, Inc. Offices Serving The Western United States SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Investigation report. The Contractor shall make his own interpretation of the data contained in the Geotechnical Engineering Investigation report and the Contractor shall not be relieved of liability under the Contract for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing, over-excavation of the proposed building pad areas, preparation of foundation materials for receiving fill, construction of Engineered Fill including the placement of non-expansive fill where recommended by the Geotechnical Engineer. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Geotechnical Engineer to be deleterious. Site stripping to remove organic materials and organic-laden soils in landscaped areas shall extend to a minimum depth of 2 inches or until all organic-laden soil with organic matter in excess of 3 percent of the soils by volume are removed. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent that would permit removal of all roots greater than 1 inch in diameter. Tree roots removed in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill of tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical Engineer is present for the proper control of backfill placement and compaction. Burning in areas that are to receive fill materials shall not be permitted. Excavations required to achieve design grades, depressions, soft or pliant areas, or areas disturbed by demolition activities extending below planned finished subgrade levels should be excavated down to firm, undisturbed soil and backfilled with Engineered Fill. The resulting excavations should be backfilled with Engineered Fill. EXCAVATION: Following clearing and grubbing operations, the proposed building pad area shall be over-excavated to a depth of at least five feet below existing grades or three feet below the planned foundation bottom levels, whichever is deeper, and the remaining areas of the building and adjoining exterior concrete flatwork or pavements at the building perimeter shall be over-excavated to a depth of at least one foot below existing grade. The areas of over-excavation and recompaction beneath footings and slabs shall extend out laterally a minimum of five feet beyond the perimeter of these elements. All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Appendix B Page B. 3 Krazan & Associates, Inc. Offices Serving The Western United States Contractor's expense and shall be compacted in accordance with the applicable TECHNICAL REQUIREMENTS. SUBGRADE PREPARATION: Surfaces to receive Engineered Fill or to support structures directly, shall be scarified to a depth of 8 inches, moisture-conditioned as necessary and compacted in accordance with the TECHNICAL REQUIREMENTS, above. Loose soil areas and/or areas of disturbed soil shall be should be excavated down to firm, undisturbed soil, moisture-conditioned as necessary and backfilled with Engineered Fill. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas that are to receive fill materials shall be approved by the Geotechnical Engineer prior to the placement of any of the fill material. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical Engineer. Material from the required site excavation may be utilized for construction of site fills, with the limitations of their use presented in the Geotechnical Engineer’s report, provided the Geotechnical Engineer gives prior approval. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Geotechnical Engineer, and shall comply with the requirements for non-expansive fill, aggregate base or aggregate subbase as applicable for its proposed used on the site as presented in the Geotechnical Engineer’s report. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. Fill materials should be placed and compacted in horizontal lifts, each not exceeding 8 inches in uncompacted thickness. Due to equipment limitations, thinner lifts may be necessary to achieve the recommended level of compaction. Compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical Engineer. Additional lifts should not be placed if the previous lift did not meet the required dry density (relative compaction) or if soil conditions are not stable. The compacted subgrade in pavement areas should be non-yielding when proof-rolled with a loaded ten-wheel truck, such as a water truck or dump truck, prior to pavement construction. Both cut and fill shall be surface-compacted to the satisfaction of the Geotechnical Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical Engineer indicates that the moisture-content and density of previously placed fill is as specified. Krazan & Associates, Inc. Offices Serving The Western United States APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS - The term "pavement" shall include asphalt concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term “Standard Specifications”: hereinafter referred to is the January 1999 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the ASTM D1557-00. 2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 95 percent. The finished subgrades shall be tested and approved by the Geotechnical Engineer prior to the placement of additional pavement courses. 4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class 2 material, ¾-inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Geotechnical Engineer prior to the placement of successive layers. 5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Geotechnical Engineer prior to the placement of successive layers. Appendix C Page C. 5 6. ASPHALT CONCRETE SURFACING - Asphalt concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR-8000. The mineral aggregate shall be Type B, ½-inch or ¾-inch maximum, medium grading, for the wearing course and ¾-inch maximum, medium grading for the base course, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 7. FOG SEAL COAT - The fog seal (mixing type asphalt emulsion) shall conform to and be applied in accordance with the requirements of Section 37. & A S S O C I A T E S , I N C . GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION With Offices Serving The Western United States 1100 Olympic Drive suite 103  Corona, California 92881  (951) 273-1011  Fax: (951) 273-1003 GEIR Update Letter for INOB San Juan Capistrano April 18, 2022 KA Project No. 112-22055 Ms. Cassie Ruiz In-N-Out Burger, a California Corporation 13502 Hamburger Lane Baldwin Park, CA 91706 P: (626) 813-8226 caruiz@innout.com RE: Update to Geotechnical Engineering Investigation Report Proposed In-N-Out Restaurant 31791 Del Obispo Street San Juan Capistrano, California Reference: Geotechnical Engineering Investigation, Proposed In-N-Out Burger Restaurant, 31791 Del Obispo Street, San Juan Capistrano, California, Project No. 112-20021, dated March 17, 2020. Dear Ms. Ruiz: In accordance with your request, we are providing this letter to update our previous Geotechnical Engineering Investigation report, KA Project No. 112-20021, dated March 17, 2020 for the above- referenced project site. Based on our review of the proposed site plan and our discussions with the project representative, we understand that the proposed site plan and development are similar to those described in the referenced Geotechnical Engineering Investigation report. It is our understanding that the proposed development will include construction of a new In-N-Out Burger Restaurant consisting of one building approximately 3,879 square feet in size. The proposed restaurant will be of wood frame/stucco construction with a slab- on-grade floor. The proposed development will include a drive-thru area, trash enclosure, associated parking, exterior patio seating, and localized landscaped areas. It is anticipated that the proposed structure will be supported on a shallow foundation system and incorporate a slab-on-grade floor. Based on our recent observation of the subject site, review of the previous geotechnical investigation reports, and review of the proposed development site plan, the site and proposed development is consistent with the conclusions and recommendations of the previous Geotechnical Engineering Investigation report. Additional information to conform to seismic design requirements of the 2019 California Building Code (2019 CBC) is provided below. In the event these structural or grading details are inconsistent with the final design criteria, we should be notified so that we can evaluate the potential impacts of the changes on the recommendations presented in this report and provide an updated report as necessary. CSG 01/24/23B22-0715 V3 KA Project No. 112-16111 Page No. 2 Krazan & Associates, Inc. With Offices Serving The Western United States GEIR Update Letter for INOB San Juan Capistrano The Site Class per Section 1613 of the 2019 California Building Code (2019 CBC) and ASCE 7-16, Chapter 20 is based upon the site soil conditions. It is our opinion that a Site Class D is most consistent with the subject site soil conditions. For seismic design of the structures based on the seismic provisions of the 2019 CBC, we recommend the following parameters: Seismic Item Value CBC Reference Site Class D Section 1613.2.2 Site Coefficient Fa 1.031 Table 1613.2.3 (1) SS 1.173 Section 1613.2.1 SMS 1.209 Section 1613.2.3 SDS 0.806 Section 1613.2.4 Site Coefficient Fv 1.878 Table 1613.2.3 (2) S1 0.422 Section 1613.2.1 SM1 0.793 Section 1613.2.3 SD1 0.528 Section 1613.2.4 TS 0.553g Section 1613.2 PGAM 0.655 Figure 22.7 * Based on Equivalent Lateral Force (ELF) Design Procedure being used. The recommendations and limitations provided in our Geotechnical Engineering Investigation report, KA Project No. 112-20021 apply to this letter and should be incorporated into the design and construction of the proposed building addition. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Jorge A. Pelayo, PE Project Engineer RCE No. 91269 & A S S O C I A T E S , I N C . GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION 1100 Olympic Drive, Suite 103 • Corona, California 92881 • (951) 273-1011 • FAX (951) 273-1003 With Offices Serving the Western United States Foundation Plan Review INO San Juan Capistrano November 4, 2022 KA No. 112-20021 Cassie Ruiz Development Manager II In-N-Out Burger, a California Corporation 13502 Hamburger Lane Baldwin Park, Ca 91706 RE: Foundation Plans Proposed In-N-Out Restaurant 31791 Del Obispo Street San Juan Capistrano, CA Reference:Geotechnical Engineering Investigation, Proposed In-N-Out Burger Restaurant, 31791 Del Obispo Street, San Juan Capistrano, CA, Project No. 112-20021, dated March 17, 2020. Dear Ms. Ruiz: In accordance with your request, we have reviewed the Foundation Plans prepared for the subject site in San Juan Capistrano, California. The plans submitted for our review were dated May 13, 2022 by Ronald A Roberts Associates, Inc. The plans provided for our review include Foundation Plans for the Proposed In-N-Out Burger Restaurant to be constructed at the subject site. The project plans were reviewed for general compliance with the recommendations presented in the project Geotechnical Engineering Report. Based on our review of the plans provided, it appears as though the project plans have been prepared in general accordance with the recommendations presented in the project Geotechnical Engineering Investigation report and we accept these plans as drafted. A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with those anticipated in the project Geotechnical Engineering Report. This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made. The conclusions of the reports are based on the information provided regarding the proposed construction. If the proposed construction is CSG 01/24/23 B22-0715 V3 Page No. 2 KRAZAN & ASSOCIATES, INC. With Offices Serving the Western United States Foundation Plan Review INO San Juan Capistrano relocated or redesigned, the conclusions in the reports may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and reevaluated. If there are any questions or if we can be of further assistance, please do not hesitate to contact our office at (951) 273-1011. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Jorge A. Pelayo, MS, PE Project Engineer RCE No. 91269 2948 N. Stemmons Freeway ■ Dallas TX 75247 ■ Phone: 214-637-6299 STRUCTURAL DESIGN CALCULATIONS PROJECT: IN-N-OUT BURGER LOCATION: SAN JUAN CAPISTRANO, CALIFORNIA BUILDING CODE: 2019 CALIFORNIA BUILDING CODE DESIGN LOADS: 95 MPH WIND SPEED (3-SECOND GUST) 20 PSF ROOF DEAD LOAD 20 PSF ROOF LIVE LOAD SEISMIC DESIGN CATEGORY D DATE: MAY 12, 2022 REVISION: 7-15-2022 REVISIONS REVISION: 9-27-2022 REVISIONS REVISION: 12-19-2022 REVISIONS 1 3 4 CSG 01/24/23B22-0715 V3 MWFRS: WALL AND TOWER Loading JOB NO. 22122 Wind Speed:95 MPH Exposure:C Design Procedure:Envelope Procedure Risk Category: II Note: Loads are Unfactored Typical Wall Pp = Parapet Wind Pressure 27 PSF 18 PSF Height of Parapet 7.00' Kz = 0.90 Kzt =1.00 Deck Kd =0.85 GCp = 1.50 Height of Wall to Deck 13.00' Ps = Wind Pressure 16 PSF * S T =1.21 U Kzt = 1.00 D Ps30 =9.50 W A Combined Wind Load to Distribute to Deck = 343 PLF L L Foundation *USE MINIMUM 16 PSF DESIGN WIND PRESSURE = 30 = () = .00256 zt Kd V2 1 MWFRS: WALL AND TOWER Loading JOB NO. 22122 Tower Wind Load: TOWER ROOF =1.32 T (avg.) Kzt = 1.00 O Ps30 =14.3 12.00'W E TOWER WIND PRESSURE = 18.88 PSF R WIND LOAD FOR TOWER=226.5 PLF COMPARE TO WIND FROM PARAPET 235.5 PLF MAIN ROOF DECK THEREFORE ADDITIONAL LOAD FOR TOWER DESIGN:0.0 PLF Canopy Wind Load: =1.21 Canopy Height = 3.5 Kzt = 1.00 Wind load = 40.2 PLF Ps30 =9.5 NOTE: IF LOAD DUE TO PARAPET WIND LOAD IS GREATER THAN THE WIND PRESSURE FOR THE TOWER WALL (ENCLOSED), USE THE PARAPET PLF LOADING IN ALL CASES AS THIS IS THE CONVERVATIVE PRESSURE. = 30 2 Seismic Dead Load JOB NO. 22122 Weights of Materials Per ASCE 7-16 Table C3-1 Exterior Walls: 2x6 Stud Insulation 5/8" Gyp 1/2 Plywood Sheathing 7/8" Adhered Brick/Stucco Total: Interior Walls: 2x6 Stud Walls 5/8" Gyp Board x 2 sides Total: Roof: Single ply membrane 3/4" Plywood Roof Deck Roof joists at 24" on center mechanical/lighting rigid insulation sprinkler gypsum ceiling Total: Tower Roof: Single ply membrane 3/4" Plywood Deck Wood Joists Sprinkler and Lights Total: Mechanical Units: Total of All Units:11340. LBS 0.70 PSF 2.40 PSF 2.00 PSF 2.00 PSF 7.10 PSF 4.00 PSF 4.00 PSF 2.75 PSF 18.10 PSF 2.25 PSF 2.00 PSF 5.50 PSF 7.70 PSF 0.70 PSF 2.40 PSF 2.20 PSF 1.60 PSF 10.40 PSF 17.40 PSF 2.20 PSF 0.70 PSF 2.50 PSF 3 Seismic Base Shear JOB NO. 22122 Seismic Loading:Per 2019 CBC and ASCE 7-16 Design Procedure: Simplified - Per 12.4.1,1 Meets all requirements of section Determine Base Shear: Equation 12.14-11 F =1.00 Per ASCE 7-16, 12.14.8.1 SDS = 0.806 R =6.50 Light framed wood walls sheathed in plywood and Simpson Strong Walls W = 229,849 LBS From calculation below Total Base Shear = 28,501 LBS Determine Main Structure Dead Load: Exterior Walls: Tributary Height:16.50' Total length of wall: 268.00' Interior Walls: Tributary Height:5.05' Total length of wall: 212.00' Roof Dead Load: Length:55.00' Width:76.50'Base Shear Main Sub = 161,342 LBS 20,006 Lbs Exterior Walls Roof Dead Load Weight Sum Height Length Length Width North Tower 11.00'56.00'14.00'14.00'12,110 LBS 1,502 Lbs East Tower 11.00'66.70'16.67'16.67'14,739 LBS 1,828 Lbs South Tower 10.00'72.00'18.00'18.00'14,828 LBS 1,839 Lbs East Canopy 3.50'76.00'42.00'17.00'9,698 LBS 1,203 Lbs South Canopy 3.50'53.00'19.00'19.00'5,791 LBS 718 Lbs Tower Sub 57,166 LBS Mechanical Mech Sub 11,340 LBS 1,406 Lbs Total Weight of Structure:W=229,849 LBS = 4 Distribution to Shearwalls JOB NO. 22122 Tributary Area assumes a flexible diaphragm SHEARWALL 1 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 14.50' DOES NOT APPLY 25.0%4,970 Lbs 5,002 Lbs North Tower 14.00'78.8%79.0%0 Lbs 1,186 Lbs East Tower 16.67'19.2%19.2%0 Lbs 351 Lbs South Tower 18.00'0.0%0.0%0 Lbs 0 Lbs East Canopy 42.00'25.0%33.0%422 Lbs 397 Lbs South Canopy 19.00'0.0%0.0%0 Lbs 0 Lbs Mechanical 0.00'0.0%25.0%0 Lbs 352 Lbs Unfactored Total:5,393 Lbs 7,287 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 1 Seismic Controls 5,101 Lbs TOTAL:3,236 Lbs 5,101 Lbs SHEARWALL 2 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 36.00' DOES NOT APPLY 49.4%12,340 Lbs 9,883 Lbs North Tower 14.00'73.2%73.0%0 Lbs 1,096 Lbs East Tower 16.67'0.0%0.0%0 Lbs 0 Lbs South Tower 18.00'89.3%89.0%0 Lbs 1,636 Lbs East Canopy 17.00'0.0%0.0%0 Lbs 0 Lbs South Canopy 19.00'90.0%90.0%688 Lbs 646 Lbs Mechanical 0.00'0.0%66.0%0 Lbs 928 Lbs Unfactored Total:13,028 Lbs 14,190 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 2 Seismic Controls 9,933 Lbs TOTAL:7,817 Lbs 9,933 Lbs SHEARWALL 3 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 26.50' DOES NOT APPLY 50.0%9,083 Lbs 10,003 Lbs North Tower 14.00'21.2%21.0%0 Lbs 315 Lbs East Tower 16.67'80.8%80.8%0 Lbs 1,477 Lbs South Tower 18.00'0.0%0.0%0 Lbs 0 Lbs East Canopy 42.00'70.0%67.0%1,183 Lbs 806 Lbs South Canopy 19.00'0.0%0.0%0 Lbs 0 Lbs Mechanical 0.00'0.0%50.0%0 Lbs 703 Lbs Unfactored Total:10,266 Lbs 13,304 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 3 Seismic Controls 9,313 Lbs TOTAL:6,160 Lbs 9,313 Lbs 5 Distribution to Shearwalls JOB NO. 22122 SHEARWALL 4 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 32.50' DOES NOT APPLY 40.0%11,140 Lbs 8,003 Lbs North Tower 14.00'26.8%27.0%0 Lbs 405 Lbs East Tower 16.67'0.0%0.0%0 Lbs 0 Lbs South Tower 18.00'10.7%11.0%0 Lbs 202 Lbs East Canopy 17.00'0.0%0.0%0 Lbs 0 Lbs South Canopy 19.00'10.0%10.0%76 Lbs 72 Lbs Mechanical 0.00'0.0%25.0%0 Lbs 352 Lbs Unfactored Total:11,216 Lbs 9,034 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 4 Wind Controls 6,730 Lbs TOTAL:6,730 Lbs 6,324 Lbs SHEARWALL 5 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 13.00' DOES NOT APPLY 25.0%4,456 Lbs 5,002 Lbs North Tower 14.00'0.0%0.0%0 Lbs 0 Lbs East Tower 16.67'0.0%0.0%0 Lbs 0 Lbs South Tower 18.00'100.0%100.0%0 Lbs 1,839 Lbs East Canopy 42.00'20.0%20.0%338 Lbs 241 Lbs South Canopy 19.00'100.0%100.0%764 Lbs 718 Lbs Mechanical 0.00'0.0%25.0%0 Lbs 352 Lbs Unfactored Total:5,558 Lbs 8,150 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 5 Seismic Controls 5,705 Lbs TOTAL:3,335 Lbs 5,705 Lbs SHEARWALL 6 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 7.75' DOES NOT APPLY 10.4%2,656 Lbs 2,081 Lbs North Tower 14.00'0.0%0.0%0 Lbs 0 Lbs East Tower 16.67'100.0%100.0%0 Lbs 1,828 Lbs South Tower 18.00'0.0%0.0%0 Lbs 0 Lbs East Canopy 17.00'100.0%100.0%684 Lbs 1,203 Lbs South Canopy 19.00'0.0%0.0%0 Lbs 0 Lbs Mechanical 0.00'0.0%7.0%0 Lbs 98 Lbs Unfactored Total:3,340 Lbs 5,209 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 6 Seismic Controls 3,647 Lbs TOTAL:2,004 Lbs 3,647 Lbs 6 Distribution to Shearwalls JOB NO. 22122 SHEARWALL 7 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 0.00' DOES NOT APPLY 0.0%0 Lbs 0 Lbs North Tower 14.00'0.0%0.0%0 Lbs 0 Lbs East Tower 16.67'0.0%0.0%0 Lbs 0 Lbs South Tower 18.00'50.0%50.0%0 Lbs 919 Lbs East Canopy 42.00'0.0%0.0%0 Lbs 0 Lbs South Canopy 19.00'50.0%50.0%382 Lbs 359 Lbs Mechanical 0.00'0.0%12.0%0 Lbs 169 Lbs Unfactored Total:382 Lbs 1,447 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 7 Seismic Controls 1,013 Lbs TOTAL:229 Lbs 1,013 Lbs SHEARWALL 8 PROJECTED WIDTH (FT)WIND TRIBUTARY (%) SEISMIC Tributary (%)Wind Load Seismic Load Main 0.00' DOES NOT APPLY 0.0%0 Lbs 0 Lbs North Tower 14.00'0.0%0.0%0 Lbs 0 Lbs East Tower 16.67'50.0%50.0%0 Lbs 914 Lbs South Tower 18.00'0.0%0.0%0 Lbs 0 Lbs East Canopy 17.00'50.0%50.0%342 Lbs 601 Lbs South Canopy 19.00'0.0%0.0%0 Lbs 0 Lbs Mechanical 0.00'0.0%0.0%0 Lbs 0 Lbs Unfactored Total:342 Lbs 1,515 Lbs ASD Load Factors: 0.6 0.7 SHEARWALL 8 Seismic Controls 1,061 Lbs TOTAL:205 Lbs 1,061 Lbs 7 SHEARWALL FASTENING JOB NO. 22122 SHEARWALL 1 V=5,101 Lbs Offset for Holdown=0.50' NAILING LENGTH =16.00' ANCHOR LENGTH=15.50' HEIGHT=13.00' NAILING REQUIREMENTS 5,101 Lbs 16.00' HOLDOWN REQUIREMENTS 66,313 Lbs 15.50' ANCHOR REQUIREMENTS 5,101 Lbs 15.50' 5/8" DIA. ANCHOR ALLOW. LOAD:1488 LBS/ANCHOR SPACING =54 IN USE HDU4-SDS2.5 (CAPACITY = 4565 LBS) = 329 PLF USE 5/8" DIAMETER ANCHORS AT 32" O.C. = 4278 LBS 319 PLF= USE 10d NAILS @ 6" O.C. (CAPACITY = 340 PLF) = ∗ = = 8 Load Data (Factored ASD) V(wind) = V(seismic) = 7817 lb 9933 lb Chord Data Chords:800S200-54 (50) Single Shearwall Chord Force = Additional Axial Loads = KyLy, KtLt for Axial Capacity = Maximum KL/r = Allowable Axial Load = Input Chord Moment = Flexural Bracing = 3960 lb 0 lb 60.4998 in 86 6605 lb 0 Ft-Lb Full Allowable Moment =3114 Ft-Lb Chord Interaction =0.600 Total Axial Loads =3960 lb 2012 NASPEC [AISI S100-2012] Includes Anchor Offset =2.5 in Overturning Uplift Data Anchor offset Each End = Uplift at Anchor - Wind = Uplift at Anchor - Seismic = 2.5 in 3116 lb 3960 lb Distortional Buckling Inputs for Moment and Axial K-phi = Lm = 0 lb-in/in None Sheathing Data Shear values per IBC 2018 (AISI S240-15) See AISI S240-15 for additional information Stud Thickness = Sheathing: Fasteners: Aspect Ratio = 54 mils 15/32 Struct 1 sheathing (4-ply) 1 side 6-inches oc edges, 12-inches oc field 0.40:1 Unit Shear (Wind) = Allowable Unit Shear (Wind) = 307 lb/ft 533 lb/ft Unit Shear (Seismic) =390 lb/ft Allowable Unit Shear (Seismic) =533 lb/ft Allowable Aspect Ratio for Seismic = 2.00:1 Allowable Aspect Ratio for Wind =2.00:1 Screws attaching panels to CFS steel framing shall comply with ASTM C1513. Also, for framing members that are 54 mil and thinner, use minimum #8. For 68 mil and thicker, use min. #10. www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:22122 Shear Wall 2 Model:Shearwall –2 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 05/13/2022 Simpson Strong-Tie® CFS Designer™ 3.4.3.0 9 SHEARWALL FASTENING JOB NO. 22122 SHEARWALL 3 V=9,313 Lbs Offset for Holdown=0.50' NAILING LENGTH =30.00' ANCHOR LENGTH=29.50' HEIGHT=13.00' NAILING REQUIREMENTS 9,313 Lbs 30.00' HOLDOWN REQUIREMENTS 121,067 Lbs 29.50' ANCHOR REQUIREMENTS 9,313 Lbs 29.50' 5/8" DIA. ANCHOR ALLOW. LOAD:1488 LBS/ANCHOR SPACING =57 IN USE HDU4-SDS2.5 (CAPACITY = 4565 LBS) = 316 PLF USE 5/8" DIAMETER ANCHORS AT 32" O.C. = 310 PLF USE 10d NAILS @ 6" O.C. (CAPACITY = 340 PLF) = 4104 LBS = ∗ = = 10 SHEARWALL FASTENING JOB NO. 22122 SHEARWALL 4 V=6,730 Lbs Offset for Holdown=0.50' NAILING LENGTH =20.83' ANCHOR LENGTH=20.33' HEIGHT=13.00' NAILING REQUIREMENTS 6,730 Lbs 20.83' *wind controls in this case HOLDOWN REQUIREMENTS 87,487 Lbs 20.33' ANCHOR REQUIREMENTS 6,730 Lbs 20.33' 5/8" DIA. ANCHOR ALLOW. LOAD:1488 LBS/ANCHOR SPACING =54 IN USE HDU4-SDS2.5 (CAPACITY = 4565 LBS) = 331 PLF USE 5/8" DIAMETER ANCHORS AT 32" O.C. = 323 PLF USE 10d NAILS @ 6" O.C. (CAPACITY = 475 PLF) = 4303 LBS = ∗ = = 11 SHEARWALL FASTENING JOB NO. 22122 SHEARWALL 5 V=5,705 Lbs Offset for Holdown=0.50' NAILING LENGTH =30.00' ANCHOR LENGTH=29.50' HEIGHT=13.00' NAILING REQUIREMENTS 5,705 Lbs 30.00' HOLDOWN REQUIREMENTS 74,169 Lbs 29.50' ANCHOR REQUIREMENTS 5,705 Lbs 29.50' 5/8" DIA. ANCHOR ALLOW. LOAD:1488 LBS/ANCHOR SPACING =92 IN USE HDU2-SDS2.5 (CAPACITY = 3075 LBS) = 193 PLF USE 5/8" DIAMETER ANCHORS AT 32" O.C. = 190 PLF USE 10d NAILS @ 6" O.C. (CAPACITY = 340 PLF) = 2514 LBS = ∗ = = 12 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.10 Standard Application on Concrete Foundations Simpson Strong-Tie® Steel Strong-Wall® shearwalls provide superior performance, design flexibility and ease of installation. All Steel Strong-Wall shearwalls are evaluated to the 2015 IRC/IBC and are listed by ICC-ES. Material: Vertical Panel—10 gauge Finish: Vertical Panel—Galvanized Top and Base Plates—Simpson Strong-Tie® gray paint Codes: ICC-ES ESR-1679; City of L.A. RR 25625; State of Florida FL5113 SSW24x8 Steel Strong-Wall Width (in.) Nominal Height (ft.) Naming Legend Wall Profiles SSW15 SSW18 SSW21 SSW12 SSW15 SSW18 SSW21 SSW24 SSW24 Standard Installation U.S. Patent 8,281,551 Canadian Patent 2,489,845 Attaches easily to header or top plates. Attach optional blocking or framing using extra 1⁄4" holes Additional openings for plumbing Predrilled holes with grommets for wiring and electrical Preattached wood studs for easier integration into framing Anchors with only two bolts – form-mounted templates allow precise placement before the pour SSW24x10 Garage Installation U.S. Patent 8,281,551 Canadian Patent 2,489,845 SSW12x7 Additional 1 1/8" diameter holes allowed in wood stud at each obround hole Foundation design (size and reinforcement) by Designer See page 17 for garage-wall options based on standard installation and page 16 for higher capacity garage portal system Steel Strong-Wall® Shearwalls Preattached wood studs are 2x4 for walls 7'-10' tall, and 2x6 for walls 11'-13' tall. 12" 15" 13 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.11 Standard Application on Concrete Foundations Standard Installation U.S. Patent 8,281,551 Canadian Patent 2,489,845 Installation Information •Do not cut the Steel Strong-Wall® or enlarge existing holes. Doing so will compromise the performance of the wall. •Do not use an impact wrench to tighten nuts on the anchor bolts. •Maximum shim thickness between the Steel Strong-Wall and top plates or header is 7/8" using Simpson Strong- Tie® Strong-Drive® 1⁄4" x 3 1⁄2" SDS Heavy-Duty Connector screws. For top of wall height adjustment, see detail 5/ SSW2 on page 67. •Walls with 2x4 preattached studs may also be used in 2x6 or 2x8 wall framing. Install the wall flush to one face of the framing and add furring to the opposite side. •Walls may be installed with solid or multi-ply headers, see detail 11/SSW2 page 68 for details. Steel Strong-Wall® Product Data Model No.W (in.)H (in.)T (in.) Anchor Bolts Number of Screws in Top of Wall Total Wall Weight (lb.)Qty.Dia. (in.) SSW12x7 12 80 3½ 2 3/4 4 74 SSW15x7 15 80 3½ 2 1 6 86 SSW18x7 18 80 3½ 2 1 9 99 SSW21x7 21 80 3½ 2 1 12 117 SSW24x7 24 80 3½ 2 1 14 127 SSW12x7.4 12 85½ 3½ 2 3/4 4 78 SSW15x7.4 15 85½ 3½ 2 1 6 91 SSW18x7.4 18 85½ 3½ 2 1 9 104 SSW21x7.4 21 85½ 3½ 2 1 12 122 SSW24x7.4 24 85½ 3½ 2 1 14 134 SSW12x8 12 93¼ 3½ 2 3/4 4 85 SSW15x8 15 93¼ 3½ 2 1 6 99 SSW18x8 18 93¼ 3½ 2 1 9 113 SSW21x8 21 93¼ 3½ 2 1 12 132 SSW24x8 24 93¼ 3½ 2 1 14 144 SSW12x9 12 105¼ 3½ 2 3/4 4 94 SSW15x9 15 105¼ 3½ 2 1 6 110 SSW18x9 18 105¼ 3½ 2 1 9 125 SSW21x9 21 105¼ 3½ 2 1 12 147 SSW24x9 24 105¼ 3½ 2 1 14 160 SSW12x10 12 117¼ 3½ 2 3/4 4 104 SSW15x10 15 117¼ 3½ 2 1 6 121 SSW18x10 18 117¼ 3½ 2 1 9 138 SSW21x10 21 117¼ 3½ 2 1 12 162 SSW24x10 24 117¼ 3½ 2 1 14 177 SSW15x11 15 129¼ 5½ 2 1 6 148 SSW18x11 18 129¼ 5½ 2 1 9 167 SSW21x11 21 129¼ 5½ 2 1 12 193 SSW24x11 24 129¼ 5½ 2 1 14 209 SSW15x12 15 141¼ 5½ 2 1 6 160 SSW18x12 18 141¼ 5½ 2 1 9 180 SSW21x12 21 141¼ 5½ 2 1 12 208 SSW24x12 24 141¼ 5½ 2 1 14 225 SSW18x13 18 153¼ 5½ 2 1 9 194 SSW21x13 21 153¼ 5½ 2 1 12 224 SSW24x13 24 153¼ 5½ 2 1 14 243 Header Connection (See page 68 detail 11/SSW2 for multi-ply header option and page 16 for Garage Portal System) DO NOT cut wall or enlarge existing holes Place Steel Strong-Wall shearwall over the anchor bolts and secure with heavy hex nuts (provided). Snug tight fit required, do not use an impact wrench. • 1 1/4" wrench/socket required for 3/4" nut • 1 5/8" wrench/socket required for 1" nut Attach to top plates or header with 1⁄4" x 3 1⁄2" SDS screws (provided). Shim as necessary for tight fit T W H Steel Strong-Wall® Shearwalls 14 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.12 Steel Strong-Wall® Shearwalls Standard Application on Concrete Foundations SSW Model Allowable Axial Load (lb.) Seismic2 Wind Allowable ASD Shear Load V (lb.) Drift at Allowable Shear (in.) Anchor Tension at Allowable Shear5 (lb.) Allowable ASD Shear Load V (lb.) Drift at Allowable Shear (in.) Anchor Tension at Allowable Shear5 (lb.) SSW12x7 1,000 955 0.36 9,840 1,215 0.46 13,620 4,000 955 0.36 9,840 1,095 0.42 11,765 7,500 890 0.34 9,010 890 0.34 9,010 SSW15x7 1,000 1,855 0.36 15,655 1,860 0.36 15,715 4,000 1,665 0.33 13,550 1,665 0.33 13,550 7,500 1,445 0.28 11,340 1,445 0.28 11,340 SSW18x7 1,000 2,905 0.34 19,660 3,480 0.41 25,805 4,000 2,905 0.34 19,660 3,250 0.38 23,135 7,500 2,905 0.34 19,660 2,980 0.35 20,370 SSW21x7 1,000 4,200 0.32 23,755 4,440 0.34 25,710 4,000 4,200 0.32 23,755 4,440 0.34 25,710 7,500 4,200 0.32 23,755 4,310 0.33 24,635 SSW24x7 1,000 5,495 0.29 26,270 5,730 0.31 27,835 4,000 5,495 0.29 26,270 5,730 0.31 27,835 7,500 5,495 0.29 26,270 5,730 0.31 27,835 SSW12x7.4 1,000 870 0.39 9,515 1,105 0.49 13,070 4,000 870 0.39 9,515 970 0.43 10,940 7,500 750 0.33 7,940 750 0.33 7,940 SSW15x7.4 1,000 1,685 0.39 15,035 1,700 0.39 15,215 4,000 1,500 0.34 12,905 1,500 0.34 12,905 7,500 1,270 0.29 10,510 1,270 0.29 10,510 SSW18x7.4 1,000 2,700 0.37 19,475 3,255 0.44 25,790 4,000 2,700 0.37 19,475 3,040 0.42 23,125 7,500 2,700 0.37 19,475 2,790 0.38 20,390 SSW21x7.4 1,000 3,890 0.35 23,420 4,230 0.38 26,405 4,000 3,890 0.35 23,420 4,230 0.38 26,405 7,500 3,890 0.35 23,420 4,035 0.36 24,655 SSW24x7.4 1,000 5,330 0.34 27,610 5,450 0.34 28,485 4,000 5,330 0.34 27,610 5,450 0.34 28,485 7,500 5,330 0.34 27,610 5,450 0.34 28,485 SSW12x8 1,000 775 0.42 9,180 985 0.53 12,560 4,000 775 0.42 9,180 865 0.47 10,550 7,500 665 0.36 7,630 665 0.36 7,630 SSW15x8 1,000 1,505 0.42 14,515 1,530 0.43 14,835 4,000 1,345 0.37 12,545 1,345 0.37 12,545 7,500 1,135 0.32 10,190 1,135 0.32 10,190 SSW18x8 1,000 2,480 0.41 19,525 2,985 0.50 25,795 4,000 2,480 0.41 19,525 2,790 0.47 23,160 7,500 2,480 0.41 19,525 2,560 0.43 20,410 SSW21x8 1,000 3,560 0.39 23,360 3,960 0.43 27,240 4,000 3,560 0.39 23,360 3,960 0.43 27,240 7,500 3,560 0.39 23,360 3,700 0.41 24,660 SSW24x8 1,000 4,865 0.37 27,435 5,105 0.39 29,370 4,000 4,865 0.37 27,435 5,105 0.39 29,370 7,500 4,865 0.37 27,435 5,055 0.39 28,960 SSW12x9 1,000 660 0.47 8,745 840 0.60 11,915 4,000 660 0.47 8,745 705 0.50 9,485 7,500 505 0.36 6,380 505 0.36 6,380 SSW15x9 1,000 1,315 0.45 14,250 1,315 0.47 14,250 4,000 1,130 0.38 11,740 1,130 0.40 11,740 7,500 925 0.31 9,235 925 0.33 9,235 SSW18x9 1,000 2,145 0.47 18,890 2,645 0.58 25,800 4,000 2,145 0.47 18,890 2,470 0.54 23,130 7,500 2,145 0.47 18,890 2,265 0.50 20,370 SSW21x9 1,000 3,145 0.46 23,265 3,590 0.52 28,215 4,000 3,145 0.46 23,265 3,530 0.51 27,490 7,500 3,145 0.46 23,265 3,280 0.47 24,680 SSW24x9 1,000 4,285 0.44 27,210 4,605 0.47 30,150 4,000 4,285 0.44 27,210 4,605 0.47 30,150 7,500 4,285 0.44 27,210 4,480 0.46 28,970 See footnotes on page 13. 15 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.13 Steel Strong-Wall® Shearwalls Standard Application on Concrete Foundations SSW Model Allowable Axial Load (lb.) Seismic2 Wind Allowable ASD Shear Load V (lb.) Drift at Allowable Shear (in.) Anchor Tension at Allowable Shear5 (lb.) Allowable ASD Shear Load V (lb.) Drift at Allowable Shear (in.) Anchor Tension at Allowable Shear5 (lb.) SSW12x10 1,000 570 0.52 8,345 725 0.67 11,300 4,000 570 0.52 8,345 570 0.52 8,345 7,500 360 0.33 4,930 360 0.33 4,930 SSW15x10 1,000 1,110 0.53 13,150 1,145 0.54 13,690 4,000 960 0.45 10,975 960 0.45 10,975 7,500 715 0.34 7,775 715 0.34 7,775 SSW18x10 1,000 1,860 0.53 18,030 2,360 0.67 25,545 4,000 1,860 0.53 18,030 2,215 0.63 23,095 7,500 1,860 0.53 18,030 2,035 0.57 20,395 SSW21x10 1,000 3,045 0.50 25,905 3,265 0.56 28,795 4,000 3,045 0.50 25,905 3,170 0.54 27,510 7,500 2,780 0.45 22,780 2,780 0.47 22,780 SSW24x10 1,000 3,835 0.50 27,100 4,205 0.55 30,920 4,000 3,835 0.50 27,100 4,205 0.55 30,920 7,500 3,790 0.49 26,660 3,790 0.49 26,660 SSW15x11 1,000 975 0.58 12,625 1,015 0.60 13,285 4,000 815 0.48 10,135 815 0.48 10,135 7,500 550 0.33 6,470 550 0.33 6,470 SSW18x11 1,000 1,635 0.58 17,295 2,075 0.73 24,280 4,000 1,635 0.58 17,295 2,010 0.71 23,110 7,500 1,635 0.58 17,295 1,730 0.61 18,645 SSW21x11 1,000 2,485 0.58 22,325 2,990 0.70 29,230 4,000 2,485 0.58 22,325 2,785 0.65 26,220 7,500 2,305 0.54 20,205 2,305 0.54 20,205 SSW24x11 1,000 3,475 0.57 27,055 3,845 0.63 31,285 4,000 3,475 0.57 27,055 3,710 0.60 29,680 7,500 3,205 0.52 24,260 3,205 0.52 24,260 SSW15x12 1,000 815 0.63 11,280 905 0.70 12,855 4,000 690 0.53 9,245 690 0.53 9,245 7,500 390 0.30 4,905 390 0.30 4,905 SSW18x12 1,000 1,450 0.63 16,605 1,845 0.80 23,220 4,000 1,450 0.63 16,605 1,815 0.79 22,650 7,500 1,435 0.62 16,380 1,435 0.62 16,380 SSW21x12 1,000 2,210 0.63 21,485 2,755 0.79 29,555 4,000 2,210 0.63 21,485 2,420 0.69 24,335 7,500 1,900 0.54 17,690 1,900 0.54 17,690 SSW24x12 1,000 3,150 0.63 26,710 3,540 0.71 31,575 4,000 3,150 0.63 26,710 3,250 0.65 27,890 7,500 2,705 0.54 21,855 2,705 0.54 21,855 SSW18x13 1,000 1,335 0.68 16,580 1,695 0.87 23,105 4,000 1,335 0.68 16,580 1,580 0.81 20,830 7,500 1,180 0.60 14,195 1,180 0.60 14,195 SSW21x13 1,000 1,985 0.68 20,765 2,520 0.87 29,200 4,000 1,985 0.68 20,765 2,110 0.73 22,530 7,500 1,555 0.53 15,300 1,555 0.53 15,300 SSW24x13 1,000 2,830 0.68 25,795 3,275 0.79 31,755 4,000 2,830 0.68 25,795 2,860 0.69 26,165 7,500 2,280 0.55 19,545 2,280 0.55 19,545 1. Allowable shear loads and anchor tension forces are applicable to installation on concrete with minimum f'c = 2,500 psi using the ASD basic (Section 1605.3.1) or the alternative basic (Section 1605.3.2) load combinations. Load values include evaluation of bearing stresses on the foundation and do not require further evaluation by the Designer. 2. For seismic designs based on the 2015 IBC using R = 6.5. For other codes, use the seismic coefficients corresponding to light-frame bearing walls with wood structural panels or sheet steel panels. 3. Allowable shear, drift, and anchor tension values may be interpolated for intermediate height or axial loads. 4. High-strength anchor bolts are required for anchor tension forces exceeding the allowable load for standard-strength bolts tabulated on pages 29–30. High-strength anchor bolts are required for SSW12 when the seismic overturning moment (seismic shear x shearwall height) exceeds 61,600 in.-lb. See pages 29–35 for SSWAB anchor bolt information and anchorage solutions. 5. Tabulated anchor tension loads assume no resisting axial load. For anchor tension loads at design shear values and including the effect of axial load, refer to the Strong-Wall Selector web application or use the equations on page 15. Drifts at lower design shear may be linearly reduced. 6. See page 14 for allowable out-of-plane loads and axial capacities. 16 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.14 Steel Strong-Wall® Shearwalls Standard Application on Concrete Foundations Allowable Out-of-Plane Loads (psf) for Single-Story Walls on Concrete Foundations Model Width (in.) Axial Load (lb.) Nominal Height of Shearwall (ft.) 8 9 10 11 12 13 12 1,000 200 140 105 N/A N/A N/A 4,000 150 105 70 N/A N/A N/A 7,500 90 55 25 N/A N/A N/A 15 1,000 165 130 100 80 70 N/A 4,000 130 95 70 50 40 N/A 7,500 95 65 45 30 15 N/A 18 7,500 310 215 160 120 90 70 21 7,500 260 185 135 100 70 50 24 7,500 275 195 135 105 80 65 1. Loads shown are at ASD level in pounds per square foot (psf) of wall with no further increase in load allowed. 2. Axial load denotes maximum gravity load permitted on entire panel acting in combination with the out-of-plane load. 3. Load considers a deflection limit of h/240. 4. Values are applicable to either the ASD basic or alternative basic load combinations. 5. Allowable out-of-plane loads for the 12- and 15-inch walls may be linearly interpolated between the axial loads shown. 6. Table loads apply only to single-story walls on concrete foundations. 7. N/A =Not Applicable. Axial Capacities for Single-Story Walls on Concrete Foundations Model Width (in.) Compression Capacity with No Lateral Loads (lb.) Nominal Height of Shearwall (ft.) 7 7.4 8 9 10 11 12 13 12 20,200 19,000 17,200 14,500 11,800 N/A N/A N/A 15 25,300 24,200 22,600 20,000 17,400 14,900 12,600 N/A 18 42,500 40,400 37,500 32,900 28,400 24,100 20,200 17,200 21 43,700 41,100 37,500 32,000 26,700 22,000 18,400 15,700 24 51,600 48,800 44,800 38,700 32,900 27,400 22,900 19,500 1. Compression capacity is lesser of wall buckling capacity or 2,500 psi concrete bearing limit. 2. Compression capacity of wall assumes no lateral loads present. See allowable in-plane or out-of-plane load tables for combined lateral and axial loading conditions. 3. Values are applicable to either the ASD basic or alternative basic load combinations. 4. Table loads apply only to single-story walls on concrete foundations. 5. N/A =Not Applicable. Allowable Tension Loads for Steel Strong-Wall® Wood Jamb Stud Model Width (in.) Tension Capacity per Jamb Stud (lb.) Nominal Height of Shearwall (ft.) 7 7.4 8 9 10 11 12 13 12 1,535 1,535 1,845 2,150 2,500 N/A N/A N/A 15 1,845 2,150 2,460 2,500 2,500 3,070 3,685 N/A 18 1,845 1,845 2,150 2,500 2,500 3,380 3,685 3,980 21 1,845 1,845 2,150 2,500 2,500 3,070 3,685 3,980 24 1,845 1,845 2,150 2,500 2,500 3,070 3,685 3,980 1. Allowable tension load is based on capacity of the lesser of the connection between the stud and the steel shearwall or stud tension capacity. The capacity of the SSW wall anchor bolt and anchorage to the foundation must be adequate to transfer the additional tension. 2. Loads include a 1.60 load duration increase for wood subjected to wind or earthquake. Reductions for other load durations must be taken according to the applicable code. 3. N/A =Not Applicable. 17 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.29 Steel Strong-Wall® Shearwalls SSWAB Anchor Bolts SSWAB anchor bolts in 3/4" and 1" diameters offer flexibility to meet specific project demands. Inspection is easy; the head is stamped with a “No Equal” symbol for identification, bolt length, bolt diameter, and optional “HS” for High Strength if specified. Material: ASTM F1554 Grade 36; High Strength (HS) ASTM A449 An additional nut for template installation is provided with each SSWAB. It may also be used for SSW installation. Steel Strong-Wall® Width (in.) Model No.Dia.(in.) Total Length (in.) le(in.) 12 SSWAB 3/4 x 24 3/4 24 19 SSWAB 3/4 x 24HS 3/4 24 19 SSWAB 3/4 x 30 3/4 30 25 SSWAB 3/4 x 30HS 3/4 30 25 SSWAB 3/4 x 36HS 3/4 36 31 15, 18, 21, 24 SSWAB1x24 1 24 19 SSWAB1x24HS 1 24 19 SSWAB1x30 1 30 25 SSWAB1x30HS 1 30 25 SSWAB1x36HS 1 36 31 SSWHSR Extension Kit SSWHSR allows for anchorage in tall stemwall applications where full embedment of an SSWAB into the footing is required. The head is stamped for identification like an SSWAB. Kit includes ASTM A449 high-strength rod with heavy hex nut fixed in place and high strength coupler nut. Do not use in place of SSWAB. Steel Strong-Wall Width (in.) Model No.Dia.(in.) Total Length (in.) le(in.) 12 SSWHSR 3/4 x 2KT 3/4 24 21 SSWHSR 3/4 x 3KT 3/4 36 33 15, 18, 21, 24 SSWHSR1x2KT 1 24 21 SSWHSR1x3KT 1 36 33 SSWHSR and SSWAB Assembly SSWHSR_KT 1. See pages 32–33 for foundation illustrations showing W and de dimensions. 2. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 3. Anchor strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 4. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-14 Section 17.2.3.4.3 and ACI 318-11 Section D.3.3.4. 5. Wind includes Seismic Design Category A and B. 6. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Total le = SSWHSR le + SSWAB le + 3" Steel Strong-Wall® Anchorage Solutions — 2,500 psi Concrete1,2,6 Design Criteria Concrete Condition Anchor Strength3 SSWAB ¾" Anchor Bolt SSWAB 1" Anchor Bolt ASD Allowable Tension (lb.) W (in.) de (in.) ASD Allowable Tension (lb.) W (in.) de (in.) Seismic4 Cracked Standard 8,800 22 8 16,100 33 11 9,600 24 8 17,100 35 12 High Strength 18,500 36 12 33,000 51 17 19,900 38 13 35,300 54 18 Uncracked Standard 8,800 19 7 15,700 28 10 9,600 21 7 17,100 30 10 High Strength 18,300 31 11 32,300 44 15 19,900 33 11 35,300 47 16 Wind5 Cracked Standard 5,100 14 6 6,200 16 6 7,400 18 6 11,400 24 8 9,600 22 8 17,100 32 11 High Strength 11,400 24 8 21,100 36 12 13,600 27 9 27,300 42 14 15,900 30 10 31,800 46 16 19,900 35 12 35,300 50 17 Uncracked Standard 5,000 12 6 6,400 14 6 7,800 16 6 12,500 22 8 9,600 19 7 17,100 28 10 High Strength 12,500 22 8 21,900 32 11 14,300 24 8 26,400 36 12 17,000 27 9 31,500 40 14 19,900 30 10 35,300 43 15 Anchorage Solutions HX on Extension Kit Top of concrete le 3/4 3"24 HX LengthHeavy hex nut fixed in place 3/4" or 1" high-strength rod High-strength coupler nut Top of concrete SSWHSR Cut to length as necessary High-strength coupler nut SSWAB le le 3" Heavy hex nut fixed in place on all SSWAB anchor bolts Top of Concrete Heavy hex nut Heavy hex nut Plate washer le 3"Length3/4 24 HS SSWAB 18 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.30 Steel Strong-Wall® Shearwalls Anchorage Solutions Steel Strong-Wall® Anchorage Solutions — 3,500 psi Concrete1,2,6 Design Criteria Concrete Condition Anchor Strength3 SSWAB ¾" Anchor Bolt SSWAB 1" Anchor Bolt ASD Allowable Tension (lb.)W (in.)de (in.)ASD Allowable Tension (lb.)W (in.)de (in.) Seismic4 Cracked Standard 9,000 20 7 15,700 29 10 9,600 21 7 17,100 31 11 High Strength 18,200 32 11 32,900 46 16 19,900 34 12 35,300 48 16 Uncracked Standard 8,800 17 6 15,700 25 9 9,600 19 7 17,100 27 9 High Strength 18,600 28 10 32,600 40 14 19,900 30 10 35,300 42 14 Wind5 Cracked Standard 6,000 14 6 7,300 16 6 7,300 16 6 13,500 24 8 9,600 20 7 17,100 29 10 High Strength 11,800 22 8 22,700 34 12 13,500 24 8 27,400 38 13 17,000 28 10 32,300 42 14 19,900 32 11 35,300 45 15 Uncracked Standard 6,000 12 6 7,500 14 6 7,500 14 6 12,800 20 7 9,600 17 6 17,100 25 9 High Strength 12,800 20 7 21,300 28 10 14,800 22 8 26,000 32 11 16,900 24 8 31,300 36 12 19,900 27 9 35,300 39 13 Steel Strong-Wall® Anchorage Solutions — 4,500 psi Concrete1,2,6 Design Criteria Concrete Condition Anchor Strength3 SSWAB ¾" Anchor Bolt SSWAB 1" Anchor Bolt ASD Allowable Tension (lb.) W (in.) de (in.) ASD Allowable Tension (lb.) W (in.) de (in.) Seismic4 Cracked Standard 8,700 18 6 16,000 27 9 9,600 20 7 17,100 29 10 High Strength 17,800 29 10 32,100 42 14 19,900 32 11 35,300 45 15 Uncracked Standard 9,100 16 6 15,700 23 8 9,600 17 6 17,100 25 9 High Strength 17,800 25 9 32,500 37 13 19,900 27 9 35,300 39 13 Wind5 Cracked Standard 5,400 12 6 6,800 14 6 8,300 16 6 11,600 20 7 9, 600 18 6 17,100 26 9 High Strength 11,600 20 7 21,400 30 10 13,400 22 8 25,800 34 12 17,300 26 9 31,000 38 13 19,900 29 10 35,300 42 14 Uncracked Standard 6,800 12 6 6,800 12 6 8,500 14 6 12,400 18 6 9,600 16 6 17,100 23 8 High Strength 12,400 18 6 21,600 26 9 14,500 20 7 26,700 30 10 16,800 22 8 32,200 34 12 19,900 25 9 35,300 36 12 1. See pages 32–33 for foundation illustrations showing W and de dimensions. 2. Anchorage designs conform to ACI 318-14 and ACI 318-11 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 3. Anchor strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 4. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-14 Section 17.2.3.4.3 and ACI 318-11 Section D.3.3.4. 5. Wind includes Seismic Design Category A and B. 6. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. 19 Steel Strong-Wall®C-L-SW17 ©2017 SIMPSON STRONG-TIE COMPANY INC.31 Steel Strong-Wall® Shearwalls Anchorage Solutions Model L t or L h (in.) Seismic3 Wind4 Shear Reinforcement Minimum Curb/ Stemwall Width (in.) Shear Reinforcement Minimum Curb/ Stemwall Width (in.) ASD Allowable Shear Load V 6 (lb.) 6" Minimum Curb/Stemwall 8" Minimum Curb/Stemwall Uncracked Cracked Uncracked Cracked SSW12 9 (1) #3 Tie 6 See Note 6 —1,230 880 1,440 1,030 SSW15 12 (2) #3 Ties 6 See Note 6 —1,590 1,135 1,810 1,295 SSW18 14 (1) #3 Hairpin 8 5 (1) #3 Hairpin 6 Hairpin reinforcement achieves maximum allowable shear load of the Steel Strong-Wall®.SSW21 15 (2) #3 Hairpins 8 5 (1) #3 Hairpin 6 SSW24 17 (2) #3 Hairpins 8 5 (1) #3 Hairpin 6 1. Shear anchorage designs conform to ACI 318-14 and 318-11 and assume minimum f'c = 2,500 psi concrete. See pages 29–30 for tension anchorage. 2. Shear reinforcement is not required for panels installed on a wood floor, interior foundation applications (panel installed away from edge of concrete), or braced- wall panel applications. 3. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings in SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318-14 Section 17.2.3.5.3 and ACI 318- 11 Section D.3.3.5. 4. Wind includes Seismic Design Category A and B. 5. Where noted minimum curb/stemwall width is 6" when standard-strength SSWAB is used. 6. Use (1) #3 tie for SSW12 and SSW15 when the Steel Strong-Wall® design shear force exceeds the tabulated anchorage allowable shear load. 7. #4 grade 40 shear reinforcement may be substituted for SSW shear anchorage solutions. 8. The registered design professional may specify alternate shear anchorage. Steel Strong-Wall® Shear Anchorage Foundation shear reinforcement to resist shear forces from Strong-Wall® shearwalls located at the edge of concrete is shown in the table below. The SSW12 and SSW15 used in wind applications do not require shear reinforcement when the shearwall design shear force is less than the anchorage allowable shear load shown in the table below. Hairpin Installation (Garage curb shown, other footing types similar) SSWAB #3 hairpin (#3 tie similar), see table for required quantity. 1 1⁄2" clr.1 1⁄2" spacing Hairpin Shear Reinforcement L h min. 3" SSWAB Field tie and secure during concrete placement. Overlap varies with bolt spacing. #3 hairpin grade 60 rebar (min.) Tie Shear Reinforcement L t 4" min. 3" SSWAB Field tie and secure during concrete placement #3 tie grade 60 rebar (min.) 20 Date:5/13/2022 22122 INOB - San Juan Capastrano, CA ROOF TOP UNIT SLIDING AND OVERTURNING RTU 3 (worst case)weight 1892 Ib Design using simplified method Wind design Wind load 24 psf from Enercalc Wall zone (4 or 5)Overturning length 7 ft ft 63 ft^2 Height 6 ft (Max)Eff height 4.2 Length 10.5 ft Max shear 1512 Ib Max shear =wind load*unit area Load to base 756 Ib load to base =Max shear/2 Sides of Unit Overturning 907.20 Ib Overturning=(Max shear*Eff height)/overturning length ) Seismic design ap 2.5 Table 13.5-1 or 13.6-1 (ASCE 7-16) Range 1-2.5 SDS 0.806 Enercalc or Section 11.4.4 Unit Wt.1892 Rp 6 Response modification factor Range (1-12) table 13.5-1 or 13.6-1 Ip 1 Importance factor Range (1-1.5) Section 13.1.3 Z (ft)13 height of structure with respect to base to the attachment H (ft)13 Ib Fp total 762.476 Ib Seismic design force should be > 457.4856 Ib, and <2439.923 Fp (ea. side)381.238 Ib Fp (each side)= Fb total/2 Sliding force Overturning 228.7428 Ib Fp=1.6*SDs*Ip*Wp > Fp > Fp=0.3*SDs*Ip*Wp Wind controls Sliding 756 LB =4*370=1480 lbs) Use LTP4 @ corners (curb to framing) Overturning 907.20 LB Use 3/8" thru-bolts @ each corner & @ 24"o.c. Pullout each corner (capacity = 1530 lbs)Use Simpson ST2122 strap @ Area of RTU1 (facing the wind) Average roof height with respect to base Fp= ((0.4*ap*SDs*Wp)/(Rp/Ip))*(1+(2*Z/H)) Check which one control Wind or Seismic Use (16) #10 TEK Screws , 4 on each side (Allowable 21 21a 22* THIS PLAN IS SCHEMATIC AND MAYVARY SLIGHTLY WITH THE ACTUAL PLAN.HEADER KEY PLANABSTCDEFGHIJKLL.1OMNWQVUPRLD.1 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam A - Plan North: 1st From Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2160, Lr = 0.20 , Tributary Width = 1.0 ft, (Tower DL and LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.379: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 7.651 ft 65.09 psi= = 3,000.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.197 : 1 0.000 ft= = 1,137.18 psi Maximum Deflection 0 <360 495 Ratio =0 <360 Max Downward Transient Deflection 0.172 in 1066Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.369 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 15.250 ft 1 0.282 0.146 0.90 1.000 1.00 1.00 1.00 6.69 608.63 2160.00 1.53 238.501.00 34.84 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.254 0.131 1.00 1.000 1.00 1.00 1.00 6.69 608.63 2400.00 1.53 265.001.00 34.84 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.379 0.197 1.25 1.000 1.00 1.00 1.00 12.51 1,137.18 3000.00 2.86 331.251.00 65.09 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.221 0.114 1.15 1.000 1.00 1.00 1.00 6.69 608.63 2760.00 1.53 304.751.00 34.84 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.335 0.174 1.25 1.000 1.00 1.00 1.00 11.06 1,005.04 3000.00 2.53 331.251.00 57.53 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.221 0.114 1.15 1.000 1.00 1.00 1.00 6.69 608.63 2760.00 1.53 304.751.00 34.84 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 23 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam A - Plan North: 1st From Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 15.250 ft 1 0.158 0.082 1.60 1.000 1.00 1.00 1.00 6.69 608.63 3840.00 1.53 424.001.00 34.84 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.262 0.136 1.60 1.000 1.00 1.00 1.00 11.06 1,005.04 3840.00 2.53 424.001.00 57.53 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.158 0.082 1.60 1.000 1.00 1.00 1.00 6.69 608.63 3840.00 1.53 424.001.00 34.84 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.095 0.049 1.60 1.000 1.00 1.00 1.00 4.02 365.18 3840.00 0.92 424.001.00 20.90 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.158 0.082 1.60 1.000 1.00 1.00 1.00 6.69 608.63 3840.00 1.53 424.001.00 34.84 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.158 0.082 1.60 1.000 1.00 1.00 1.00 6.69 608.63 3840.00 1.53 424.001.00 34.84 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.095 0.049 1.60 1.000 1.00 1.00 1.00 4.02 365.18 3840.00 0.92 424.001.00 20.90 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3693 7.651 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.281 3.281 Overall MINimum 1.525 1.525 +D+H 1.756 1.756 +D+L+H 1.756 1.756 +D+Lr+H 3.281 3.281 +D+S+H 1.756 1.756 +D+0.750Lr+0.750L+H 2.900 2.900 +D+0.750L+0.750S+H 1.756 1.756 +D+0.60W+H 1.756 1.756 +D+0.750Lr+0.750L+0.450W+H 2.900 2.900 +D+0.750L+0.750S+0.450W+H 1.756 1.756 +0.60D+0.60W+0.60H 1.054 1.054 +D+0.70E+0.60H 1.756 1.756 +D+0.750L+0.750S+0.5250E+H 1.756 1.756 +0.60D+0.70E+H 1.054 1.054 D Only 1.756 1.756 Lr Only 1.525 1.525 H Only 24 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam B - Plan North: 2nd From Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 13.0 ft, (Roof DL LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.375: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.108 ft 70.85 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.214 : 1 9.530 ft= = 1,126.45 psi Maximum Deflection 0 <360 558 Ratio =0 <360 Max Downward Transient Deflection 0.108 in 1139Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.220 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.250 ft 1 0.266 0.152 0.90 1.000 1.00 1.00 1.00 3.56 574.61 2160.00 1.19 238.501.00 36.14 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.239 0.136 1.00 1.000 1.00 1.00 1.00 3.56 574.61 2400.00 1.19 265.001.00 36.14 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.375 0.214 1.25 1.000 1.00 1.00 1.00 6.97 1,126.45 3000.00 2.34 331.251.00 70.85 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.208 0.119 1.15 1.000 1.00 1.00 1.00 3.56 574.61 2760.00 1.19 304.751.00 36.14 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.329 0.188 1.25 1.000 1.00 1.00 1.00 6.12 988.49 3000.00 2.05 331.251.00 62.17 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.208 0.119 1.15 1.000 1.00 1.00 1.00 3.56 574.61 2760.00 1.19 304.751.00 36.14 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 25 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam B - Plan North: 2nd From Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.250 ft 1 0.150 0.085 1.60 1.000 1.00 1.00 1.00 3.56 574.61 3840.00 1.19 424.001.00 36.14 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.257 0.147 1.60 1.000 1.00 1.00 1.00 6.12 988.49 3840.00 2.05 424.001.00 62.17 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.150 0.085 1.60 1.000 1.00 1.00 1.00 3.56 574.61 3840.00 1.19 424.001.00 36.14 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.090 0.051 1.60 1.000 1.00 1.00 1.00 2.13 344.76 3840.00 0.72 424.001.00 21.68 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.150 0.085 1.60 1.000 1.00 1.00 1.00 3.56 574.61 3840.00 1.19 424.001.00 36.14 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.150 0.085 1.60 1.000 1.00 1.00 1.00 3.56 574.61 3840.00 1.19 424.001.00 36.14 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.090 0.051 1.60 1.000 1.00 1.00 1.00 2.13 344.76 3840.00 0.72 424.001.00 21.68 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2203 5.142 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.720 2.720 Overall MINimum 1.333 1.333 +D+H 1.387 1.387 +D+L+H 1.387 1.387 +D+Lr+H 2.720 2.720 +D+S+H 1.387 1.387 +D+0.750Lr+0.750L+H 2.387 2.387 +D+0.750L+0.750S+H 1.387 1.387 +D+0.60W+H 1.387 1.387 +D+0.750Lr+0.750L+0.450W+H 2.387 2.387 +D+0.750L+0.750S+0.450W+H 1.387 1.387 +0.60D+0.60W+0.60H 0.832 0.832 +D+0.70E+0.60H 1.387 1.387 +D+0.750L+0.750S+0.5250E+H 1.387 1.387 +0.60D+0.70E+H 0.832 0.832 D Only 1.387 1.387 Lr Only 1.333 1.333 H Only 26 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam C - Plan North: 3rd from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 13.0 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) Uniform Load : D = 0.1080 , Tributary Width = 1.0 ft, (Mech) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.330: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.142 ft 77.95 psi= = 3,000.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.235 : 1 9.256 ft= = 991.28 psi Maximum Deflection 0 <360 845 Ratio =0 <360 Max Downward Transient Deflection 0.046 in 2701Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.145 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.250 ft 1 0.315 0.224 0.90 1.000 1.00 1.00 1.00 7.49 680.87 2160.00 2.36 238.501.00 53.54 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.284 0.202 1.00 1.000 1.00 1.00 1.00 7.49 680.87 2400.00 2.36 265.001.00 53.54 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.330 0.235 1.25 1.000 1.00 1.00 1.00 10.90 991.28 3000.00 3.43 331.251.00 77.95 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.247 0.176 1.15 1.000 1.00 1.00 1.00 7.49 680.87 2760.00 2.36 304.751.00 53.54 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.305 0.217 1.25 1.000 1.00 1.00 1.00 10.05 913.68 3000.00 3.16 331.251.00 71.85 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 27 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam C - Plan North: 3rd from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.250 ft 1 0.247 0.176 1.15 1.000 1.00 1.00 1.00 7.49 680.87 2760.00 2.36 304.751.00 53.54 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.177 0.126 1.60 1.000 1.00 1.00 1.00 7.49 680.87 3840.00 2.36 424.001.00 53.54 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.238 0.169 1.60 1.000 1.00 1.00 1.00 10.05 913.68 3840.00 3.16 424.001.00 71.85 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.177 0.126 1.60 1.000 1.00 1.00 1.00 7.49 680.87 3840.00 2.36 424.001.00 53.54 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.106 0.076 1.60 1.000 1.00 1.00 1.00 4.49 408.52 3840.00 1.41 424.001.00 32.13 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.177 0.126 1.60 1.000 1.00 1.00 1.00 7.49 680.87 3840.00 2.36 424.001.00 53.54 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.177 0.126 1.60 1.000 1.00 1.00 1.00 7.49 680.87 3840.00 2.36 424.001.00 53.54 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.250 ft 1 0.106 0.076 1.60 1.000 1.00 1.00 1.00 4.49 408.52 3840.00 1.41 424.001.00 32.13 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1454 5.142 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.255 4.255 Overall MINimum 1.333 1.333 +D+H 2.923 2.923 +D+L+H 2.923 2.923 +D+Lr+H 4.255 4.255 +D+S+H 2.923 2.923 +D+0.750Lr+0.750L+H 3.922 3.922 +D+0.750L+0.750S+H 2.923 2.923 +D+0.60W+H 2.923 2.923 +D+0.750Lr+0.750L+0.450W+H 3.922 3.922 +D+0.750L+0.750S+0.450W+H 2.923 2.923 +0.60D+0.60W+0.60H 1.754 1.754 +D+0.70E+0.60H 2.923 2.923 +D+0.750L+0.750S+0.5250E+H 2.923 2.923 +0.60D+0.70E+H 1.754 1.754 D Only 2.923 2.923 Lr Only 1.333 1.333 H Only 28 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam D - Plan North: 4th from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.0 ft, (Roof DL and LL) Uniform Load : D = 0.0890 , Tributary Width = 1.0 ft, (Mech) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.360: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.485 ft 75.52 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.228 : 1 8.278 ft= = 1,079.54 psi Maximum Deflection 0 <360 663 Ratio =0 <360 Max Downward Transient Deflection 0.069 in 1563Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.163 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 9.0 ft 1 0.288 0.182 0.90 1.000 1.00 1.00 1.00 3.84 621.37 2160.00 1.43 238.501.00 43.47 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.259 0.164 1.00 1.000 1.00 1.00 1.00 3.84 621.37 2400.00 1.43 265.001.00 43.47 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.360 0.228 1.25 1.000 1.00 1.00 1.00 6.68 1,079.54 3000.00 2.49 331.251.00 75.52 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.225 0.143 1.15 1.000 1.00 1.00 1.00 3.84 621.37 2760.00 1.43 304.751.00 43.47 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.322 0.204 1.25 1.000 1.00 1.00 1.00 5.97 965.00 3000.00 2.23 331.251.00 67.51 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.225 0.143 1.15 1.000 1.00 1.00 1.00 3.84 621.37 2760.00 1.43 304.751.00 43.47 29 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam D - Plan North: 4th from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.162 0.103 1.60 1.000 1.00 1.00 1.00 3.84 621.37 3840.00 1.43 424.001.00 43.47 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.251 0.159 1.60 1.000 1.00 1.00 1.00 5.97 965.00 3840.00 2.23 424.001.00 67.51 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.162 0.103 1.60 1.000 1.00 1.00 1.00 3.84 621.37 3840.00 1.43 424.001.00 43.47 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.097 0.062 1.60 1.000 1.00 1.00 1.00 2.31 372.82 3840.00 0.86 424.001.00 26.08 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.162 0.103 1.60 1.000 1.00 1.00 1.00 3.84 621.37 3840.00 1.43 424.001.00 43.47 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.162 0.103 1.60 1.000 1.00 1.00 1.00 3.84 621.37 3840.00 1.43 424.001.00 43.47 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.097 0.062 1.60 1.000 1.00 1.00 1.00 2.31 372.82 3840.00 0.86 424.001.00 26.08 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1628 4.515 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.969 2.969 Overall MINimum 1.260 1.260 +D+H 1.709 1.709 +D+L+H 1.709 1.709 +D+Lr+H 2.969 2.969 +D+S+H 1.709 1.709 +D+0.750Lr+0.750L+H 2.654 2.654 +D+0.750L+0.750S+H 1.709 1.709 +D+0.60W+H 1.709 1.709 +D+0.750Lr+0.750L+0.450W+H 2.654 2.654 +D+0.750L+0.750S+0.450W+H 1.709 1.709 +0.60D+0.60W+0.60H 1.025 1.025 +D+0.70E+0.60H 1.709 1.709 +D+0.750L+0.750S+0.5250E+H 1.709 1.709 +0.60D+0.70E+H 1.025 1.025 D Only 1.709 1.709 Lr Only 1.260 1.260 H Only 30 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam D.1 - Plan North Tower: exterior wall arch support Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.260, Lr = 0.140 , Tributary Width = 1.0 ft, (Tower DL and LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.418: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.485 ft 72.95 psi= = 3,000.00 psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.220 : 1 8.398 ft= = 1,254.60 psi Maximum Deflection 0 <360 459 Ratio =0 <360 Max Downward Transient Deflection 0.081 in 1337Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.235 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 9.0 ft 1 0.381 0.201 0.90 1.000 1.00 1.00 1.00 2.70 823.12 2160.00 1.04 238.501.00 47.86 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.343 0.181 1.00 1.000 1.00 1.00 1.00 2.70 823.12 2400.00 1.04 265.001.00 47.86 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.418 0.220 1.25 1.000 1.00 1.00 1.00 4.12 1,254.60 3000.00 1.59 331.251.00 72.95 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.298 0.157 1.15 1.000 1.00 1.00 1.00 2.70 823.12 2760.00 1.04 304.751.00 47.86 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.382 0.201 1.25 1.000 1.00 1.00 1.00 3.77 1,146.73 3000.00 1.45 331.251.00 66.68 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.298 0.157 1.15 1.000 1.00 1.00 1.00 2.70 823.12 2760.00 1.04 304.751.00 47.86 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 31 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam D.1 - Plan North Tower: exterior wall arch support Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 9.0 ft 1 0.214 0.113 1.60 1.000 1.00 1.00 1.00 2.70 823.12 3840.00 1.04 424.001.00 47.86 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.299 0.157 1.60 1.000 1.00 1.00 1.00 3.77 1,146.73 3840.00 1.45 424.001.00 66.68 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.214 0.113 1.60 1.000 1.00 1.00 1.00 2.70 823.12 3840.00 1.04 424.001.00 47.86 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.129 0.068 1.60 1.000 1.00 1.00 1.00 1.62 493.87 3840.00 0.62 424.001.00 28.72 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.214 0.113 1.60 1.000 1.00 1.00 1.00 2.70 823.12 3840.00 1.04 424.001.00 47.86 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.214 0.113 1.60 1.000 1.00 1.00 1.00 2.70 823.12 3840.00 1.04 424.001.00 47.86 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.129 0.068 1.60 1.000 1.00 1.00 1.00 1.62 493.87 3840.00 0.62 424.001.00 28.72 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2349 4.515 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.832 1.832 Overall MINimum 0.630 0.630 +D+H 1.202 1.202 +D+L+H 1.202 1.202 +D+Lr+H 1.832 1.832 +D+S+H 1.202 1.202 +D+0.750Lr+0.750L+H 1.674 1.674 +D+0.750L+0.750S+H 1.202 1.202 +D+0.60W+H 1.202 1.202 +D+0.750Lr+0.750L+0.450W+H 1.674 1.674 +D+0.750L+0.750S+0.450W+H 1.202 1.202 +0.60D+0.60W+0.60H 0.721 0.721 +D+0.70E+0.60H 1.202 1.202 +D+0.750L+0.750S+0.5250E+H 1.202 1.202 +0.60D+0.70E+H 0.721 0.721 D Only 1.202 1.202 Lr Only 0.630 0.630 H Only 32 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam E - Plan North: 5th from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 13.0 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Parapet) Uniform Load : D = 0.550 , Tributary Width = 1.0 ft, (Mech) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.285: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.741 ft 61.57 psi= = 2,160.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 238.50 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.258 : 1 0.000 ft= = 616.44 psi Maximum Deflection 0 <360 1511 Ratio =0 <360 Max Downward Transient Deflection 0.009 in 7375Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.044 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.50 ft 1 0.285 0.258 0.90 1.000 1.00 1.00 1.00 3.81 616.44 2160.00 2.03 238.501.00 61.57 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.257 0.232 1.00 1.000 1.00 1.00 1.00 3.81 616.44 2400.00 2.03 265.001.00 61.57 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.258 0.234 1.25 1.000 1.00 1.00 1.00 4.80 775.33 3000.00 2.56 331.251.00 77.44 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.223 0.202 1.15 1.000 1.00 1.00 1.00 3.81 616.44 2760.00 2.03 304.751.00 61.57 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.245 0.222 1.25 1.000 1.00 1.00 1.00 4.55 735.60 3000.00 2.42 331.251.00 73.47 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 33 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam E - Plan North: 5th from Left Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 5.50 ft 1 0.223 0.202 1.15 1.000 1.00 1.00 1.00 3.81 616.44 2760.00 2.03 304.751.00 61.57 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.161 0.145 1.60 1.000 1.00 1.00 1.00 3.81 616.44 3840.00 2.03 424.001.00 61.57 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.192 0.173 1.60 1.000 1.00 1.00 1.00 4.55 735.60 3840.00 2.42 424.001.00 73.47 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.161 0.145 1.60 1.000 1.00 1.00 1.00 3.81 616.44 3840.00 2.03 424.001.00 61.57 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.096 0.087 1.60 1.000 1.00 1.00 1.00 2.29 369.86 3840.00 1.22 424.001.00 36.94 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.161 0.145 1.60 1.000 1.00 1.00 1.00 3.81 616.44 3840.00 2.03 424.001.00 61.57 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.161 0.145 1.60 1.000 1.00 1.00 1.00 3.81 616.44 3840.00 2.03 424.001.00 61.57 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.096 0.087 1.60 1.000 1.00 1.00 1.00 2.29 369.86 3840.00 1.22 424.001.00 36.94 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0437 2.759 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.489 3.489 Overall MINimum 0.715 0.715 +D+H 2.774 2.774 +D+L+H 2.774 2.774 +D+Lr+H 3.489 3.489 +D+S+H 2.774 2.774 +D+0.750Lr+0.750L+H 3.310 3.310 +D+0.750L+0.750S+H 2.774 2.774 +D+0.60W+H 2.774 2.774 +D+0.750Lr+0.750L+0.450W+H 3.310 3.310 +D+0.750L+0.750S+0.450W+H 2.774 2.774 +0.60D+0.60W+0.60H 1.664 1.664 +D+0.70E+0.60H 2.774 2.774 +D+0.750L+0.750S+0.5250E+H 2.774 2.774 +0.60D+0.70E+H 1.664 1.664 D Only 2.774 2.774 Lr Only 0.715 0.715 H Only 34 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam F - Plan East: 1st from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (Roof DL and LL (bldg + drive-thru canopy)) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.268: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.360 ft 57.31 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.173 : 1 0.000 ft= = 802.85 psi Maximum Deflection 0 <360 917 Ratio =0 <360 Max Downward Transient Deflection 0.035 in 2976Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.114 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.750 ft 1 0.257 0.166 0.90 1.000 1.00 1.00 1.00 3.44 555.38 2160.00 1.31 238.501.00 39.64 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.231 0.150 1.00 1.000 1.00 1.00 1.00 3.44 555.38 2400.00 1.31 265.001.00 39.64 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.268 0.173 1.25 1.000 1.00 1.00 1.00 4.97 802.85 3000.00 1.89 331.251.00 57.31 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.201 0.130 1.15 1.000 1.00 1.00 1.00 3.44 555.38 2760.00 1.31 304.751.00 39.64 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.247 0.160 1.25 1.000 1.00 1.00 1.00 4.58 740.98 3000.00 1.75 331.251.00 52.89 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.201 0.130 1.15 1.000 1.00 1.00 1.00 3.44 555.38 2760.00 1.31 304.751.00 39.64 35 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam F - Plan East: 1st from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.193 0.125 1.60 1.000 1.00 1.00 1.00 4.58 740.98 3840.00 1.75 424.001.00 52.89 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.087 0.056 1.60 1.000 1.00 1.00 1.00 2.06 333.23 3840.00 0.78 424.001.00 23.79 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.087 0.056 1.60 1.000 1.00 1.00 1.00 2.06 333.23 3840.00 0.78 424.001.00 23.79 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1144 4.390 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.271 2.271 Overall MINimum 0.700 0.700 +D+H 1.571 1.571 +D+L+H 1.571 1.571 +D+Lr+H 2.271 2.271 +D+S+H 1.571 1.571 +D+0.750Lr+0.750L+H 2.096 2.096 +D+0.750L+0.750S+H 1.571 1.571 +D+0.60W+H 1.571 1.571 +D+0.750Lr+0.750L+0.450W+H 2.096 2.096 +D+0.750L+0.750S+0.450W+H 1.571 1.571 +0.60D+0.60W+0.60H 0.943 0.943 +D+0.70E+0.60H 1.571 1.571 +D+0.750L+0.750S+0.5250E+H 1.571 1.571 +0.60D+0.70E+H 0.943 0.943 D Only 1.571 1.571 Lr Only 0.700 0.700 H Only 36 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam G - Plan East: 2nd from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.229: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 1.505 ft 26.76 psi= = 1,093.75 psi 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 212.50 psi== Section used for this span 6x6 Maximum Shear Stress Ratio 0.126 : 1 2.548 ft= = 250.61 psi Maximum Deflection 0 <360 3783 Ratio =0 <360 Max Downward Transient Deflection 0.003 in 12173Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.219 0.121 0.90 1.000 1.00 1.00 1.00 0.40 172.72 787.50 0.37 153.001.00 18.44 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.197 0.108 1.00 1.000 1.00 1.00 1.00 0.40 172.72 875.00 0.37 170.001.00 18.44 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.229 0.126 1.25 1.000 1.00 1.00 1.00 0.58 250.61 1093.75 0.54 212.501.00 26.76 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.172 0.094 1.15 1.000 1.00 1.00 1.00 0.40 172.72 1006.25 0.37 195.501.00 18.44 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.211 0.116 1.25 1.000 1.00 1.00 1.00 0.53 231.14 1093.75 0.50 212.501.00 24.68 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.172 0.094 1.15 1.000 1.00 1.00 1.00 0.40 172.72 1006.25 0.37 195.501.00 18.44 37 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam G - Plan East: 2nd from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.165 0.091 1.60 1.000 1.00 1.00 1.00 0.53 231.14 1400.00 0.50 272.001.00 24.68 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 0.24 103.63 1400.00 0.22 272.001.00 11.07 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 0.24 103.63 1400.00 0.22 272.001.00 11.07 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0095 1.505 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.772 0.772 Overall MINimum 0.240 0.240 +D+H 0.532 0.532 +D+L+H 0.532 0.532 +D+Lr+H 0.772 0.772 +D+S+H 0.532 0.532 +D+0.750Lr+0.750L+H 0.712 0.712 +D+0.750L+0.750S+H 0.532 0.532 +D+0.60W+H 0.532 0.532 +D+0.750Lr+0.750L+0.450W+H 0.712 0.712 +D+0.750L+0.750S+0.450W+H 0.532 0.532 +0.60D+0.60W+0.60H 0.319 0.319 +D+0.70E+0.60H 0.532 0.532 +D+0.750L+0.750S+0.5250E+H 0.532 0.532 +0.60D+0.70E+H 0.319 0.319 D Only 0.532 0.532 Lr Only 0.240 0.240 H Only 38 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam H - Plan East: 3rd from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Roof DL and LL (bldg and drive-thru canopy)) Uniform Load : D = 0.270, Lr = 0.170 , Tributary Width = 1.0 ft, (Tower loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.158: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.616 ft 48.68 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.147 : 1 0.000 ft= = 473.89 psi Maximum Deflection 0 <360 2590 Ratio =0 <360 Max Downward Transient Deflection 0.011 in 5959Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.024 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.250 ft 1 0.124 0.115 0.90 1.000 1.00 1.00 1.00 1.66 267.87 2160.00 0.91 238.501.00 27.52 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.112 0.104 1.00 1.000 1.00 1.00 1.00 1.66 267.87 2400.00 0.91 265.001.00 27.52 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.158 0.147 1.25 1.000 1.00 1.00 1.00 2.93 473.89 3000.00 1.61 331.251.00 48.68 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.097 0.090 1.15 1.000 1.00 1.00 1.00 1.66 267.87 2760.00 0.91 304.751.00 27.52 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.141 0.131 1.25 1.000 1.00 1.00 1.00 2.61 422.38 3000.00 1.43 331.251.00 43.39 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.097 0.090 1.15 1.000 1.00 1.00 1.00 1.66 267.87 2760.00 0.91 304.751.00 27.52 39 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam H - Plan East: 3rd from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+D-0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.110 0.102 1.60 1.000 1.00 1.00 1.00 2.61 422.38 3840.00 1.43 424.001.00 43.39 1.00+D+0.750Lr+0.750L-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.110 0.102 1.60 1.000 1.00 1.00 1.00 2.61 422.38 3840.00 1.43 424.001.00 43.39 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.042 0.039 1.60 1.000 1.00 1.00 1.00 0.99 160.72 3840.00 0.54 424.001.00 16.51 1.00+0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.042 0.039 1.60 1.000 1.00 1.00 1.00 0.99 160.72 3840.00 0.54 424.001.00 16.51 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.070 0.065 1.60 1.000 1.00 1.00 1.00 1.66 267.87 3840.00 0.91 424.001.00 27.52 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.042 0.039 1.60 1.000 1.00 1.00 1.00 0.99 160.72 3840.00 0.54 424.001.00 16.51 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0243 2.634 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.234 2.234 Overall MINimum 0.971 0.971 +D+H 1.263 1.263 +D+L+H 1.263 1.263 +D+Lr+H 2.234 2.234 +D+S+H 1.263 1.263 +D+0.750Lr+0.750L+H 1.991 1.991 +D+0.750L+0.750S+H 1.263 1.263 +D+0.60W+H 1.263 1.263 +D+0.750Lr+0.750L+0.450W+H 1.991 1.991 +D+0.750L+0.750S+0.450W+H 1.263 1.263 +0.60D+0.60W+0.60H 0.758 0.758 +D+0.70E+0.60H 1.263 1.263 +D+0.750L+0.750S+0.5250E+H 1.263 1.263 +0.60D+0.70E+H 0.758 0.758 D Only 1.263 1.263 Lr Only 0.971 0.971 H Only 40 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam I - Plan East: Midspan Support of Trusses Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 26.0 ft, (Roof DL and LL) Point Load : D = 0.0890 k @ 11.0 ft, (Mech - EF) Point Load : D = 0.1460 k @ 1.0 ft, (Mech - EF) Point Load : D = 0.0750 k @ 3.50 ft, (Mech - ICE Platform) Point Load : D = 0.0880 k @ 10.50 ft, (Mech - ICE Platform) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.585: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.980 ft 125.41 psi= = 3,000.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.379 : 1 0.000 ft= = 1,754.60 psi Maximum Deflection 0 <360 407 Ratio =0 <180 Max Downward Transient Deflection 0.171 in 841Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.354 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 12.0 ft 1 0.418 0.276 0.90 1.000 1.00 1.00 1.00 9.94 903.70 2160.00 2.90 238.501.00 65.88 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.377 0.249 1.00 1.000 1.00 1.00 1.00 9.94 903.70 2400.00 2.90 265.001.00 65.88 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.585 0.379 1.25 1.000 1.00 1.00 1.00 19.30 1,754.60 3000.00 5.52 331.251.00 125.41 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.327 0.216 1.15 1.000 1.00 1.00 1.00 9.94 903.70 2760.00 2.90 304.751.00 65.88 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 41 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam I - Plan East: Midspan Support of Trusses Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.0 ft 1 0.514 0.334 1.25 1.000 1.00 1.00 1.00 16.96 1,541.87 3000.00 4.86 331.251.00 110.53 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.327 0.216 1.15 1.000 1.00 1.00 1.00 9.94 903.70 2760.00 2.90 304.751.00 65.88 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.235 0.155 1.60 1.000 1.00 1.00 1.00 9.94 903.70 3840.00 2.90 424.001.00 65.88 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.402 0.261 1.60 1.000 1.00 1.00 1.00 16.96 1,541.87 3840.00 4.86 424.001.00 110.53 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.235 0.155 1.60 1.000 1.00 1.00 1.00 9.94 903.70 3840.00 2.90 424.001.00 65.88 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.141 0.093 1.60 1.000 1.00 1.00 1.00 5.96 542.22 3840.00 1.74 424.001.00 39.53 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.235 0.155 1.60 1.000 1.00 1.00 1.00 9.94 903.70 3840.00 2.90 424.001.00 65.88 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.235 0.155 1.60 1.000 1.00 1.00 1.00 9.94 903.70 3840.00 2.90 424.001.00 65.88 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.141 0.093 1.60 1.000 1.00 1.00 1.00 5.96 542.22 3840.00 1.74 424.001.00 39.53 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3536 6.020 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.534 6.521 Overall MINimum 3.120 3.120 +D+H 3.414 3.401 +D+L+H 3.414 3.401 +D+Lr+H 6.534 6.521 +D+S+H 3.414 3.401 +D+0.750Lr+0.750L+H 5.754 5.741 +D+0.750L+0.750S+H 3.414 3.401 +D+0.60W+H 3.414 3.401 +D+0.750Lr+0.750L+0.450W+H 5.754 5.741 +D+0.750L+0.750S+0.450W+H 3.414 3.401 +0.60D+0.60W+0.60H 2.048 2.041 +D+0.70E+0.60H 3.414 3.401 +D+0.750L+0.750S+0.5250E+H 3.414 3.401 +0.60D+0.70E+H 2.048 2.041 D Only 3.414 3.401 Lr Only 3.120 3.120 H Only 42 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam J - Plan East: 4th from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.229: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 1.505 ft 26.76 psi= = 1,093.75 psi 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 212.50 psi== Section used for this span 6x6 Maximum Shear Stress Ratio 0.126 : 1 2.548 ft= = 250.61 psi Maximum Deflection 0 <360 3783 Ratio =0 <360 Max Downward Transient Deflection 0.003 in 12173Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.219 0.121 0.90 1.000 1.00 1.00 1.00 0.40 172.72 787.50 0.37 153.001.00 18.44 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.197 0.108 1.00 1.000 1.00 1.00 1.00 0.40 172.72 875.00 0.37 170.001.00 18.44 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.229 0.126 1.25 1.000 1.00 1.00 1.00 0.58 250.61 1093.75 0.54 212.501.00 26.76 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.172 0.094 1.15 1.000 1.00 1.00 1.00 0.40 172.72 1006.25 0.37 195.501.00 18.44 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.211 0.116 1.25 1.000 1.00 1.00 1.00 0.53 231.14 1093.75 0.50 212.501.00 24.68 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.172 0.094 1.15 1.000 1.00 1.00 1.00 0.40 172.72 1006.25 0.37 195.501.00 18.44 43 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam J - Plan East: 4th from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.165 0.091 1.60 1.000 1.00 1.00 1.00 0.53 231.14 1400.00 0.50 272.001.00 24.68 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 0.24 103.63 1400.00 0.22 272.001.00 11.07 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.123 0.068 1.60 1.000 1.00 1.00 1.00 0.40 172.72 1400.00 0.37 272.001.00 18.44 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.074 0.041 1.60 1.000 1.00 1.00 1.00 0.24 103.63 1400.00 0.22 272.001.00 11.07 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0095 1.505 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.772 0.772 Overall MINimum 0.240 0.240 +D+H 0.532 0.532 +D+L+H 0.532 0.532 +D+Lr+H 0.772 0.772 +D+S+H 0.532 0.532 +D+0.750Lr+0.750L+H 0.712 0.712 +D+0.750L+0.750S+H 0.532 0.532 +D+0.60W+H 0.532 0.532 +D+0.750Lr+0.750L+0.450W+H 0.712 0.712 +D+0.750L+0.750S+0.450W+H 0.532 0.532 +0.60D+0.60W+0.60H 0.319 0.319 +D+0.70E+0.60H 0.532 0.532 +D+0.750L+0.750S+0.5250E+H 0.532 0.532 +0.60D+0.70E+H 0.319 0.319 D Only 0.532 0.532 Lr Only 0.240 0.240 H Only 44 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam K - Plan East: 5th from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (Roof DL and LL (bldg + drive-thru canopy)) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.268: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.360 ft 57.31 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.173 : 1 0.000 ft= = 802.85 psi Maximum Deflection 0 <360 917 Ratio =0 <360 Max Downward Transient Deflection 0.035 in 2976Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.114 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.750 ft 1 0.257 0.166 0.90 1.000 1.00 1.00 1.00 3.44 555.38 2160.00 1.31 238.501.00 39.64 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.231 0.150 1.00 1.000 1.00 1.00 1.00 3.44 555.38 2400.00 1.31 265.001.00 39.64 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.268 0.173 1.25 1.000 1.00 1.00 1.00 4.97 802.85 3000.00 1.89 331.251.00 57.31 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.201 0.130 1.15 1.000 1.00 1.00 1.00 3.44 555.38 2760.00 1.31 304.751.00 39.64 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.247 0.160 1.25 1.000 1.00 1.00 1.00 4.58 740.98 3000.00 1.75 331.251.00 52.89 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.201 0.130 1.15 1.000 1.00 1.00 1.00 3.44 555.38 2760.00 1.31 304.751.00 39.64 45 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam K - Plan East: 5th from Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.193 0.125 1.60 1.000 1.00 1.00 1.00 4.58 740.98 3840.00 1.75 424.001.00 52.89 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.087 0.056 1.60 1.000 1.00 1.00 1.00 2.06 333.23 3840.00 0.78 424.001.00 23.79 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.145 0.093 1.60 1.000 1.00 1.00 1.00 3.44 555.38 3840.00 1.31 424.001.00 39.64 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.087 0.056 1.60 1.000 1.00 1.00 1.00 2.06 333.23 3840.00 0.78 424.001.00 23.79 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1144 4.390 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.271 2.271 Overall MINimum 0.700 0.700 +D+H 1.571 1.571 +D+L+H 1.571 1.571 +D+Lr+H 2.271 2.271 +D+S+H 1.571 1.571 +D+0.750Lr+0.750L+H 2.096 2.096 +D+0.750L+0.750S+H 1.571 1.571 +D+0.60W+H 1.571 1.571 +D+0.750Lr+0.750L+0.450W+H 2.096 2.096 +D+0.750L+0.750S+0.450W+H 1.571 1.571 +0.60D+0.60W+0.60H 0.943 0.943 +D+0.70E+0.60H 1.571 1.571 +D+0.750L+0.750S+0.5250E+H 1.571 1.571 +0.60D+0.70E+H 0.943 0.943 D Only 1.571 1.571 Lr Only 0.700 0.700 H Only 46 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam L - Plan East: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 0.8655, Lr = 0.8655, W = 0.8470 k @ 0.540 ft, (reaction from girder end truss) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.20 ksf, Tributary Width = 9.0 ft, (Canopy load) Uniform Load : D = 0.0650 , Tributary Width = 1.0 ft, (Canopy parapet) Point Load : D = 1.440, Lr = 0.120, W = 0.5150, E = 0.70 k @ 9.50 ft, (From tower girder truss) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 2 Location of maximum on span 6.494 ft 184.85 psi= = 3,000.00 psi 5.5x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x16.5 Maximum Shear Stress Ratio 0.558 : 1 11.173 ft= = 2,004.46 psi Maximum Deflection 360 >=360 470 Ratio =306 >=180 Max Downward Transient Deflection 0.266 in 564Ratio =>=360 Max Upward Transient Deflection -0.116 in Ratio = Max Downward Total Deflection 0.319 in Ratio =>=180 Max Upward Total Deflection -0.137 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 1.750 ft 1 0.031 0.120 0.90 1.000 1.00 1.00 1.00 1.08 51.85 1665.00 1.74 238.501.00 28.73 1.00Length = 12.50 ft 2 0.159 0.160 0.90 1.000 1.00 1.00 1.00 7.15 343.99 2160.00 2.31 238.501.00 38.25 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.028 0.108 1.00 1.000 1.00 1.00 1.00 1.08 51.85 1850.00 1.74 265.001.00 28.73 1.00Length = 12.50 ft 2 0.143 0.144 1.00 1.000 1.00 1.00 1.00 7.15 343.99 2400.00 2.31 265.001.00 38.25 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.044 0.535 1.25 1.000 1.00 1.00 1.00 2.13 102.21 2312.50 10.71 331.251.00 177.06 47 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam L - Plan East: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.50 ft 2 0.668 0.558 1.25 1.000 1.00 1.00 1.00 41.69 2,004.46 3000.00 11.18 331.251.00 184.85 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.024 0.094 1.15 1.000 1.00 1.00 1.00 1.08 51.85 2127.50 1.74 304.751.00 28.73 1.00Length = 12.50 ft 2 0.125 0.126 1.15 1.000 1.00 1.00 1.00 7.15 343.99 2760.00 2.31 304.751.00 38.25 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.039 0.423 1.25 1.000 1.00 1.00 1.00 1.86 89.62 2312.50 8.47 331.251.00 139.98 1.00Length = 12.50 ft 2 0.529 0.447 1.25 1.000 1.00 1.00 1.00 32.99 1,586.51 3000.00 8.97 331.251.00 148.20 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.024 0.094 1.15 1.000 1.00 1.00 1.00 1.08 51.85 2127.50 1.74 304.751.00 28.73 1.00Length = 12.50 ft 2 0.125 0.126 1.15 1.000 1.00 1.00 1.00 7.15 343.99 2760.00 2.31 304.751.00 38.25 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.028 0.073 1.60 1.000 1.00 1.00 1.00 1.69 81.42 2960.00 1.86 424.001.00 30.77 1.00Length = 12.50 ft 2 0.094 0.097 1.60 1.000 1.00 1.00 1.00 7.54 362.52 3840.00 2.50 424.001.00 41.32 1.00+D-0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.008 0.063 1.60 1.000 1.00 1.00 1.00 0.46 22.28 2960.00 1.61 424.001.00 26.69 1.00Length = 12.50 ft 2 0.085 0.083 1.60 1.000 1.00 1.00 1.00 6.83 328.21 3840.00 2.13 424.001.00 35.18 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.038 0.334 1.60 1.000 1.00 1.00 1.00 2.32 111.79 2960.00 8.56 424.001.00 141.51 1.00Length = 12.50 ft 2 0.415 0.355 1.60 1.000 1.00 1.00 1.00 33.14 1,593.68 3840.00 9.11 424.001.00 150.50 1.00+D+0.750Lr+0.750L-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.023 0.327 1.60 1.000 1.00 1.00 1.00 1.40 67.44 2960.00 8.38 424.001.00 138.45 1.00Length = 12.50 ft 2 0.411 0.344 1.60 1.000 1.00 1.00 1.00 32.85 1,579.57 3840.00 8.83 424.001.00 145.90 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.025 0.071 1.60 1.000 1.00 1.00 1.00 1.54 74.03 2960.00 1.83 424.001.00 30.26 1.00Length = 12.50 ft 2 0.093 0.096 1.60 1.000 1.00 1.00 1.00 7.44 357.64 3840.00 2.45 424.001.00 40.55 1.00+D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.010 0.064 1.60 1.000 1.00 1.00 1.00 0.62 29.67 2960.00 1.65 424.001.00 27.20 1.00Length = 12.50 ft 2 0.086 0.085 1.60 1.000 1.00 1.00 1.00 6.90 331.90 3840.00 2.18 424.001.00 35.95 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.020 0.045 1.60 1.000 1.00 1.00 1.00 1.26 60.68 2960.00 1.17 424.001.00 19.28 1.00Length = 12.50 ft 2 0.059 0.061 1.60 1.000 1.00 1.00 1.00 4.70 225.85 3840.00 1.57 424.001.00 26.02 1.00+0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.001 0.036 1.60 1.000 1.00 1.00 1.00 0.03 1.54 2960.00 0.92 424.001.00 15.20 1.00Length = 12.50 ft 2 0.050 0.047 1.60 1.000 1.00 1.00 1.00 3.98 191.53 3840.00 1.20 424.001.00 19.88 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.018 0.072 1.60 1.000 1.00 1.00 1.00 1.08 51.85 2960.00 1.86 424.001.00 30.67 1.00Length = 12.50 ft 2 0.102 0.105 1.60 1.000 1.00 1.00 1.00 8.11 389.79 3840.00 2.69 424.001.00 44.41 1.00+D-0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.018 0.063 1.60 1.000 1.00 1.00 1.00 1.08 51.85 2960.00 1.62 424.001.00 26.78 1.00Length = 12.50 ft 2 0.078 0.076 1.60 1.000 1.00 1.00 1.00 6.25 300.69 3840.00 1.94 424.001.00 32.10 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.018 0.071 1.60 1.000 1.00 1.00 1.00 1.08 51.85 2960.00 1.83 424.001.00 30.18 1.00Length = 12.50 ft 2 0.098 0.101 1.60 1.000 1.00 1.00 1.00 7.86 378.10 3840.00 2.59 424.001.00 42.87 1.00+D+0.750L+0.750S-0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.018 0.064 1.60 1.000 1.00 1.00 1.00 1.08 51.85 2960.00 1.65 424.001.00 27.27 1.00Length = 12.50 ft 2 0.081 0.079 1.60 1.000 1.00 1.00 1.00 6.47 311.29 3840.00 2.03 424.001.00 33.64 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.011 0.045 1.60 1.000 1.00 1.00 1.00 0.65 31.11 2960.00 1.16 424.001.00 19.18 1.00Length = 12.50 ft 2 0.066 0.069 1.60 1.000 1.00 1.00 1.00 5.26 253.03 3840.00 1.76 424.001.00 29.11 1.00+0.60D-0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.011 0.036 1.60 1.000 1.00 1.00 1.00 0.65 31.11 2960.00 0.93 424.001.00 15.29 1.00Length = 12.50 ft 2 0.043 0.040 1.60 1.000 1.00 1.00 1.00 3.41 163.94 3840.00 1.02 424.001.00 16.80 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H10.0000 0.000 -0.1366 0.000 +D+Lr+H 2 0.3189 6.355 0.0000 0.000 . 48 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam L - Plan East: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 13.92415.219 Overall MINimum 0.5320.168 +D+H 2.6662.991 +D+L+H 2.6662.991 +D+Lr+H 13.92415.219 +D+S+H 2.6662.991 +D+0.750Lr+0.750L+H 11.10912.162 +D+0.750L+0.750S+H 2.6662.991 +D+0.60W+H 2.8523.623 +D+0.750Lr+0.750L+0.450W+H 11.24912.636 +D+0.750L+0.750S+0.450W+H 2.8053.465 +0.60D+0.60W+0.60H 1.7852.426 +D+0.70E+0.60H 3.0393.109 +D+0.750L+0.750S+0.5250E+H 2.9463.079 +0.60D+0.70E+H 1.9721.912 D Only 2.6662.991 Lr Only 11.25712.228 W Only 0.3091.053 E Only 0.5320.168 H Only 49 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam L.1 - Plan East: Drive Thru Beam @ Tower Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.20 ksf, Tributary Width = 9.0 ft, (Canopy load) Uniform Load : D = 0.0650 , Tributary Width = 1.0 ft, (Canopy parapet) Uniform Load : D = 0.270, Lr = 0.170 , Tributary Width = 1.0 ft, (Tower wall load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.784: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 6.250 ft 202.14 psi= = 3,000.00 psi 5.5x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x16.5 Maximum Shear Stress Ratio 0.610 : 1 11.131 ft= = 2,352.84 psi Maximum Deflection 0 <360 401 Ratio =0 <180 Max Downward Transient Deflection 0.294 in 510Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.374 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 12.50 ft 1 0.233 0.181 0.90 1.000 1.00 1.00 1.00 10.46 502.72 2160.00 2.61 238.501.00 43.19 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.209 0.163 1.00 1.000 1.00 1.00 1.00 10.46 502.72 2400.00 2.61 265.001.00 43.19 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.784 0.610 1.25 1.000 1.00 1.00 1.00 48.93 2,352.84 3000.00 12.23 331.251.00 202.14 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.182 0.142 1.15 1.000 1.00 1.00 1.00 10.46 502.72 2760.00 2.61 304.751.00 43.19 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.630 0.490 1.25 1.000 1.00 1.00 1.00 39.31 1,890.31 3000.00 9.83 331.251.00 162.40 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 50 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam L.1 - Plan East: Drive Thru Beam @ Tower Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.50 ft 1 0.182 0.142 1.15 1.000 1.00 1.00 1.00 10.46 502.72 2760.00 2.61 304.751.00 43.19 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D-0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.492 0.383 1.60 1.000 1.00 1.00 1.00 39.31 1,890.31 3840.00 9.83 424.001.00 162.40 1.00+D+0.750Lr+0.750L-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.492 0.383 1.60 1.000 1.00 1.00 1.00 39.31 1,890.31 3840.00 9.83 424.001.00 162.40 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.079 0.061 1.60 1.000 1.00 1.00 1.00 6.27 301.63 3840.00 1.57 424.001.00 25.91 1.00+0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.079 0.061 1.60 1.000 1.00 1.00 1.00 6.27 301.63 3840.00 1.57 424.001.00 25.91 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D-0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+D+0.750L+0.750S-0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.131 0.102 1.60 1.000 1.00 1.00 1.00 10.46 502.72 3840.00 2.61 424.001.00 43.19 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.079 0.061 1.60 1.000 1.00 1.00 1.00 6.27 301.63 3840.00 1.57 424.001.00 25.91 1.00+0.60D-0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.50 ft 1 0.079 0.061 1.60 1.000 1.00 1.00 1.00 6.27 301.63 3840.00 1.57 424.001.00 25.91 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3735 6.296 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 15.658 15.658 Overall MINimum 12.313 12.313 +D+H 3.346 3.346 +D+L+H 3.346 3.346 +D+Lr+H 15.658 15.658 +D+S+H 3.346 3.346 +D+0.750Lr+0.750L+H 12.580 12.580 +D+0.750L+0.750S+H 3.346 3.346 +D+0.60W+H 3.346 3.346 +D+0.750Lr+0.750L+0.450W+H 12.580 12.580 +D+0.750L+0.750S+0.450W+H 3.346 3.346 +0.60D+0.60W+0.60H 2.007 2.007 +D+0.70E+0.60H 3.346 3.346 +D+0.750L+0.750S+0.5250E+H 3.346 3.346 +0.60D+0.70E+H 2.007 2.007 D Only 3.346 3.346 Lr Only 12.313 12.313 H Only 51 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam M- Plan South: 1st from Right Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 21.50 ft, (Roof DL and LL (bldg + drive-thru canopy)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.162: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.625 ft 49.56 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.150 : 1 0.000 ft= = 485.03 psi Maximum Deflection 0 <360 2529 Ratio =0 <360 Max Downward Transient Deflection 0.012 in 5125Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.025 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.250 ft 1 0.114 0.105 0.90 1.000 1.00 1.00 1.00 1.52 245.60 2160.00 0.83 238.501.00 25.10 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.102 0.095 1.00 1.000 1.00 1.00 1.00 1.52 245.60 2400.00 0.83 265.001.00 25.10 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.162 0.150 1.25 1.000 1.00 1.00 1.00 3.00 485.03 3000.00 1.64 331.251.00 49.56 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.089 0.082 1.15 1.000 1.00 1.00 1.00 1.52 245.60 2760.00 0.83 304.751.00 25.10 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.142 0.131 1.25 1.000 1.00 1.00 1.00 2.63 425.17 3000.00 1.43 331.251.00 43.45 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.089 0.082 1.15 1.000 1.00 1.00 1.00 1.52 245.60 2760.00 0.83 304.751.00 25.10 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 52 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam M- Plan South: 1st from Right Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 5.250 ft 1 0.064 0.059 1.60 1.000 1.00 1.00 1.00 1.52 245.60 3840.00 0.83 424.001.00 25.10 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.111 0.102 1.60 1.000 1.00 1.00 1.00 2.63 425.17 3840.00 1.43 424.001.00 43.45 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.064 0.059 1.60 1.000 1.00 1.00 1.00 1.52 245.60 3840.00 0.83 424.001.00 25.10 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.038 0.036 1.60 1.000 1.00 1.00 1.00 0.91 147.36 3840.00 0.50 424.001.00 15.06 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.064 0.059 1.60 1.000 1.00 1.00 1.00 1.52 245.60 3840.00 0.83 424.001.00 25.10 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.064 0.059 1.60 1.000 1.00 1.00 1.00 1.52 245.60 3840.00 0.83 424.001.00 25.10 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.038 0.036 1.60 1.000 1.00 1.00 1.00 0.91 147.36 3840.00 0.50 424.001.00 15.06 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0249 2.644 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.287 2.287 Overall MINimum 1.129 1.129 +D+H 1.158 1.158 +D+L+H 1.158 1.158 +D+Lr+H 2.287 2.287 +D+S+H 1.158 1.158 +D+0.750Lr+0.750L+H 2.004 2.004 +D+0.750L+0.750S+H 1.158 1.158 +D+0.60W+H 1.158 1.158 +D+0.750Lr+0.750L+0.450W+H 2.004 2.004 +D+0.750L+0.750S+0.450W+H 1.158 1.158 +0.60D+0.60W+0.60H 0.695 0.695 +D+0.70E+0.60H 1.158 1.158 +D+0.750L+0.750S+0.5250E+H 1.158 1.158 +0.60D+0.70E+H 0.695 0.695 D Only 1.158 1.158 Lr Only 1.129 1.129 H Only 53 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam N- Plan South: 2nd from Right Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-South No.2 825.0 825.0 550.0 520.0 1,000.0 370.0 165.0 425.0 29.640 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.10 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.069: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 1.000 ft 6.41 psi= = 742.50 psi 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 148.50 psi== Section used for this span 6x6 Maximum Shear Stress Ratio 0.043 : 1 1.547 ft= = 51.11 psi Maximum Deflection 0 <360 18165 Ratio =0 <360 Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 2.0 ft 1 0.069 0.043 0.90 1.000 1.00 1.00 1.00 0.12 51.11 742.50 0.13 148.501.00 6.41 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.062 0.039 1.00 1.000 1.00 1.00 1.00 0.12 51.11 825.00 0.13 165.001.00 6.41 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.058 0.037 1.25 1.000 1.00 1.00 1.00 0.14 60.20 1031.25 0.15 206.251.00 7.55 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.054 0.034 1.15 1.000 1.00 1.00 1.00 0.12 51.11 948.75 0.13 189.751.00 6.41 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.056 0.035 1.25 1.000 1.00 1.00 1.00 0.13 57.93 1031.25 0.15 206.251.00 7.27 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.054 0.034 1.15 1.000 1.00 1.00 1.00 0.12 51.11 948.75 0.13 189.751.00 6.41 54 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam N- Plan South: 2nd from Right Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.039 0.024 1.60 1.000 1.00 1.00 1.00 0.12 51.11 1320.00 0.13 264.001.00 6.41 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.044 0.028 1.60 1.000 1.00 1.00 1.00 0.13 57.93 1320.00 0.15 264.001.00 7.27 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.039 0.024 1.60 1.000 1.00 1.00 1.00 0.12 51.11 1320.00 0.13 264.001.00 6.41 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.023 0.015 1.60 1.000 1.00 1.00 1.00 0.07 30.67 1320.00 0.08 264.001.00 3.85 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.039 0.024 1.60 1.000 1.00 1.00 1.00 0.12 51.11 1320.00 0.13 264.001.00 6.41 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.039 0.024 1.60 1.000 1.00 1.00 1.00 0.12 51.11 1320.00 0.13 264.001.00 6.41 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.023 0.015 1.60 1.000 1.00 1.00 1.00 0.07 30.67 1320.00 0.08 264.001.00 3.85 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0013 1.007 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.278 0.278 Overall MINimum 0.042 0.042 +D+H 0.236 0.236 +D+L+H 0.236 0.236 +D+Lr+H 0.278 0.278 +D+S+H 0.236 0.236 +D+0.750Lr+0.750L+H 0.268 0.268 +D+0.750L+0.750S+H 0.236 0.236 +D+0.60W+H 0.236 0.236 +D+0.750Lr+0.750L+0.450W+H 0.268 0.268 +D+0.750L+0.750S+0.450W+H 0.236 0.236 +0.60D+0.60W+0.60H 0.142 0.142 +D+0.70E+0.60H 0.236 0.236 +D+0.750L+0.750S+0.5250E+H 0.236 0.236 +0.60D+0.70E+H 0.142 0.142 D Only 0.236 0.236 Lr Only 0.042 0.042 H Only 55 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam O - Plan South: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 1.631, W = 0.8470 k @ 0.6875 ft, (reaction from supported girder truss) Point Load : D = 1.920, Lr = 0.160 k @ 0.0 ft, (Tower wall load reaction) Load for Span Number 2 Point Load : D = 0.4885, Lr = 0.4885 k @ 0.50 ft, (Reaction from trusses) Point Load : D = 0.4885, Lr = 0.4885 k @ 2.50 ft, (Reaction from trusses) Point Load : D = 0.4885, Lr = 0.4885 k @ 4.50 ft, (Reaction from trusses) Point Load : D = 0.4530, Lr = 0.4530 k @ 5.50 ft, (reaction from B3 trusses) Point Load : D = 0.4530, Lr = 0.4530 k @ 7.50 ft, (reaction from B3 trusses) Point Load : D = 0.4530, Lr = 0.4530 k @ 9.50 ft, (reaction from B3 trusses) Point Load : D = 0.4530, Lr = 0.4530 k @ 11.50 ft, (reaction from B3 trusses) Point Load : D = 0.4530, Lr = 0.4530 k @ 13.50 ft, (reaction from B3 trusses) Point Load : D = 0.4560, Lr = 0.4560 k @ 15.50 ft, (Reaction from B4 truss) Uniform Load : D = 0.2740, Lr = 0.180 , Tributary Width = 1.0 ft, (Tower Wall load) Load for Span Number 3 Point Load : D = 0.8195, Lr = 0.8195, W = 0.8470 k @ 1.750 ft, (reaction from supported girder truss) Point Load : D = 1.920, Lr = 0.160 k @ 0.0 ft, (Tower wall load reaction) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.406: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 2 Location of maximum on span 7.555 ft 106.68 psi= = 2,974.49 psi 5.5x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x16.5 Maximum Shear Stress Ratio 0.322 : 1 1.750 ft= = 1,209.03 psi Maximum Deflection 830 >=360 648 Ratio =432 >=240 Max Downward Transient Deflection 0.140 in 1323Ratio =>=360 Max Upward Transient Deflection -0.051 in Ratio = Max Downward Total Deflection 0.287 in Ratio =>=240 Max Upward Total Deflection -0.097 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable 56 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam O - Plan South: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 1.750 ft 1 0.148 0.260 0.90 1.000 1.00 1.00 1.00 5.12 246.38 1665.00 3.75 238.501.00 62.00 1.00Length = 15.50 ft 2 0.293 0.260 0.90 0.991 1.00 1.00 1.00 13.04 626.98 2141.63 3.75 238.501.00 62.00 1.00Length = 1.750 ft 3 0.042 0.260 0.90 1.000 1.00 1.00 1.00 1.47 70.45 1665.00 0.83 238.501.00 62.00 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.133 0.234 1.00 1.000 1.00 1.00 1.00 5.12 246.38 1850.00 3.75 265.001.00 62.00 1.00Length = 15.50 ft 2 0.263 0.234 1.00 0.991 1.00 1.00 1.00 13.04 626.98 2379.59 3.75 265.001.00 62.00 1.00Length = 1.750 ft 3 0.038 0.234 1.00 1.000 1.00 1.00 1.00 1.47 70.45 1850.00 0.83 265.001.00 62.00 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.112 0.322 1.25 1.000 1.00 1.00 1.00 5.40 259.85 2312.50 6.45 331.251.00 106.68 1.00Length = 15.50 ft 2 0.406 0.322 1.25 0.991 1.00 1.00 1.00 25.14 1,209.03 2974.49 6.45 331.251.00 106.68 1.00Length = 1.750 ft 3 0.060 0.322 1.25 1.000 1.00 1.00 1.00 2.90 139.41 2312.50 1.65 331.251.00 106.68 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.116 0.203 1.15 1.000 1.00 1.00 1.00 5.12 246.38 2127.50 3.75 304.751.00 62.00 1.00Length = 15.50 ft 2 0.229 0.203 1.15 0.991 1.00 1.00 1.00 13.04 626.98 2736.53 3.75 304.751.00 62.00 1.00Length = 1.750 ft 3 0.033 0.203 1.15 1.000 1.00 1.00 1.00 1.47 70.45 2127.50 0.83 304.751.00 62.00 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.111 0.288 1.25 1.000 1.00 1.00 1.00 5.33 256.48 2312.50 5.78 331.251.00 95.51 1.00Length = 15.50 ft 2 0.358 0.288 1.25 0.991 1.00 1.00 1.00 22.12 1,063.50 2974.49 5.78 331.251.00 95.51 1.00Length = 1.750 ft 3 0.053 0.288 1.25 1.000 1.00 1.00 1.00 2.54 122.17 2312.50 1.44 331.251.00 95.51 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.116 0.203 1.15 1.000 1.00 1.00 1.00 5.12 246.38 2127.50 3.75 304.751.00 62.00 1.00Length = 15.50 ft 2 0.229 0.203 1.15 0.991 1.00 1.00 1.00 13.04 626.98 2736.53 3.75 304.751.00 62.00 1.00Length = 1.750 ft 3 0.033 0.203 1.15 1.000 1.00 1.00 1.00 1.47 70.45 2127.50 0.83 304.751.00 62.00 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.092 0.159 1.60 1.000 1.00 1.00 1.00 5.66 272.35 2960.00 4.09 424.001.00 67.56 1.00Length = 15.50 ft 2 0.156 0.159 1.60 0.991 1.00 1.00 1.00 12.33 592.77 3807.35 3.73 424.001.00 67.56 1.00Length = 1.750 ft 3 0.038 0.159 1.60 1.000 1.00 1.00 1.00 2.35 113.22 2960.00 1.34 424.001.00 67.56 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.093 0.225 1.60 1.000 1.00 1.00 1.00 5.74 275.95 2960.00 5.76 424.001.00 95.23 1.00Length = 15.50 ft 2 0.273 0.225 1.60 0.991 1.00 1.00 1.00 21.58 1,037.89 3807.35 5.76 424.001.00 95.23 1.00Length = 1.750 ft 3 0.052 0.225 1.60 1.000 1.00 1.00 1.00 3.21 154.25 2960.00 1.82 424.001.00 95.23 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.090 0.154 1.60 1.000 1.00 1.00 1.00 5.53 265.86 2960.00 3.96 424.001.00 65.46 1.00Length = 15.50 ft 2 0.158 0.154 1.60 0.991 1.00 1.00 1.00 12.51 601.31 3807.35 3.73 424.001.00 65.46 1.00Length = 1.750 ft 3 0.035 0.154 1.60 1.000 1.00 1.00 1.00 2.13 102.53 2960.00 1.21 424.001.00 65.46 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.059 0.104 1.60 1.000 1.00 1.00 1.00 3.61 173.79 2960.00 2.66 424.001.00 43.89 1.00Length = 15.50 ft 2 0.090 0.104 1.60 0.991 1.00 1.00 1.00 7.11 342.00 3807.35 2.23 424.001.00 43.89 1.00Length = 1.750 ft 3 0.029 0.104 1.60 1.000 1.00 1.00 1.00 1.77 85.04 2960.00 1.00 424.001.00 43.89 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.083 0.146 1.60 1.000 1.00 1.00 1.00 5.12 246.38 2960.00 3.75 424.001.00 62.00 1.00Length = 15.50 ft 2 0.165 0.146 1.60 0.991 1.00 1.00 1.00 13.04 626.98 3807.35 3.75 424.001.00 62.00 1.00Length = 1.750 ft 3 0.024 0.146 1.60 1.000 1.00 1.00 1.00 1.47 70.45 2960.00 0.83 424.001.00 62.00 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.083 0.146 1.60 1.000 1.00 1.00 1.00 5.12 246.38 2960.00 3.75 424.001.00 62.00 1.00Length = 15.50 ft 2 0.165 0.146 1.60 0.991 1.00 1.00 1.00 13.04 626.98 3807.35 3.75 424.001.00 62.00 1.00Length = 1.750 ft 3 0.024 0.146 1.60 1.000 1.00 1.00 1.00 1.47 70.45 2960.00 0.83 424.001.00 62.00 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.750 ft 1 0.050 0.088 1.60 1.000 1.00 1.00 1.00 3.07 147.83 2960.00 2.25 424.001.00 37.20 1.00Length = 15.50 ft 2 0.099 0.088 1.60 0.991 1.00 1.00 1.00 7.82 376.19 3807.35 2.25 424.001.00 37.20 1.00Length = 1.750 ft 3 0.014 0.088 1.60 1.000 1.00 1.00 1.00 0.88 42.27 2960.00 0.50 424.001.00 37.20 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H10.0000 0.000 -0.0929 0.000 +D+Lr+H 2 0.2866 7.815 0.0000 0.000 +D+Lr+H30.0000 7.815 -0.0972 1.750 . 57 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam O - Plan South: Drive Thru Beam Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 11.43011.796 Overall MINimum 0.8850.809 +D+H 6.9008.209 +D+L+H 6.9008.209 +D+Lr+H 11.43011.796 +D+S+H 6.9008.209 +D+0.750Lr+0.750L+H 10.29810.899 +D+0.750L+0.750S+H 6.9008.209 +D+0.60W+H 7.4318.695 +D+0.750Lr+0.750L+0.450W+H 10.69611.263 +D+0.750L+0.750S+0.450W+H 7.2988.574 +0.60D+0.60W+0.60H 4.6715.411 +D+0.70E+0.60H 6.9008.209 +D+0.750L+0.750S+0.5250E+H 6.9008.209 +0.60D+0.70E+H 4.1404.926 D Only 6.9008.209 Lr Only 4.5303.586 W Only 0.8850.809 H Only 58 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam P- Plan West: 1st from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-South No.2 825.0 825.0 550.0 520.0 1,000.0 370.0 165.0 425.0 29.640 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (Roof DL and LL) Uniform Load : D = 0.1570 , Tributary Width = 1.0 ft, (Wall above header) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.492: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.773 ft 25.84 psi= = 742.50 psi 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 148.50 psi== Section used for this span 6x6 Maximum Shear Stress Ratio 0.174 : 1 0.000 ft= = 365.25 psi Maximum Deflection 0 <360 851 Ratio =0 <360 Max Downward Transient Deflection 0.016 in 4019Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.078 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.50 ft 1 0.492 0.174 0.90 1.000 1.00 1.00 1.00 0.84 365.25 742.50 0.52 148.501.00 25.84 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.443 0.157 1.00 1.000 1.00 1.00 1.00 0.84 365.25 825.00 0.52 165.001.00 25.84 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.449 0.159 1.25 1.000 1.00 1.00 1.00 1.07 463.43 1031.25 0.66 206.251.00 32.78 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.385 0.136 1.15 1.000 1.00 1.00 1.00 0.84 365.25 948.75 0.52 189.751.00 25.84 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.426 0.151 1.25 1.000 1.00 1.00 1.00 1.01 438.89 1031.25 0.63 206.251.00 31.04 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.385 0.136 1.15 1.000 1.00 1.00 1.00 0.84 365.25 948.75 0.52 189.751.00 25.84 59 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam P- Plan West: 1st from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.277 0.098 1.60 1.000 1.00 1.00 1.00 0.84 365.25 1320.00 0.52 264.001.00 25.84 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.332 0.118 1.60 1.000 1.00 1.00 1.00 1.01 438.89 1320.00 0.63 264.001.00 31.04 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.277 0.098 1.60 1.000 1.00 1.00 1.00 0.84 365.25 1320.00 0.52 264.001.00 25.84 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.166 0.059 1.60 1.000 1.00 1.00 1.00 0.51 219.15 1320.00 0.31 264.001.00 15.50 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.277 0.098 1.60 1.000 1.00 1.00 1.00 0.84 365.25 1320.00 0.52 264.001.00 25.84 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.277 0.098 1.60 1.000 1.00 1.00 1.00 0.84 365.25 1320.00 0.52 264.001.00 25.84 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.166 0.059 1.60 1.000 1.00 1.00 1.00 0.51 219.15 1320.00 0.31 264.001.00 15.50 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0775 2.773 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.779 0.779 Overall MINimum 0.165 0.165 +D+H 0.614 0.614 +D+L+H 0.614 0.614 +D+Lr+H 0.779 0.779 +D+S+H 0.614 0.614 +D+0.750Lr+0.750L+H 0.738 0.738 +D+0.750L+0.750S+H 0.614 0.614 +D+0.60W+H 0.614 0.614 +D+0.750Lr+0.750L+0.450W+H 0.738 0.738 +D+0.750L+0.750S+0.450W+H 0.614 0.614 +0.60D+0.60W+0.60H 0.368 0.368 +D+0.70E+0.60H 0.614 0.614 +D+0.750L+0.750S+0.5250E+H 0.614 0.614 +0.60D+0.70E+H 0.368 0.368 D Only 0.614 0.614 Lr Only 0.165 0.165 H Only 60 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam Q - Plan West: 2nd from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-South No.2 825.0 825.0 550.0 520.0 1,000.0 370.0 165.0 425.0 29.640 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (Roof DL and LL) Uniform Load : D = 0.1570 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.611: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 4.538 ft 38.80 psi= = 891.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 148.50 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.261 : 1 0.000 ft= = 544.43 psi Maximum Deflection 0 <360 587 Ratio =0 <360 Max Downward Transient Deflection 0.039 in 2777Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.184 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 9.0 ft 1 0.611 0.261 0.90 1.200 1.00 1.00 1.00 2.26 544.43 891.00 0.84 148.501.00 38.80 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.550 0.235 1.00 1.200 1.00 1.00 1.00 2.26 544.43 990.00 0.84 165.001.00 38.80 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.558 0.239 1.25 1.200 1.00 1.00 1.00 2.87 690.48 1237.50 1.06 206.251.00 49.20 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.478 0.204 1.15 1.200 1.00 1.00 1.00 2.26 544.43 1138.50 0.84 189.751.00 38.80 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.528 0.226 1.25 1.200 1.00 1.00 1.00 2.72 653.97 1237.50 1.01 206.251.00 46.60 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.478 0.204 1.15 1.200 1.00 1.00 1.00 2.26 544.43 1138.50 0.84 189.751.00 38.80 61 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam Q - Plan West: 2nd from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.344 0.147 1.60 1.200 1.00 1.00 1.00 2.26 544.43 1584.00 0.84 264.001.00 38.80 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.413 0.177 1.60 1.200 1.00 1.00 1.00 2.72 653.97 1584.00 1.01 264.001.00 46.60 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.344 0.147 1.60 1.200 1.00 1.00 1.00 2.26 544.43 1584.00 0.84 264.001.00 38.80 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.206 0.088 1.60 1.200 1.00 1.00 1.00 1.36 326.66 1584.00 0.50 264.001.00 23.28 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.344 0.147 1.60 1.200 1.00 1.00 1.00 2.26 544.43 1584.00 0.84 264.001.00 38.80 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.344 0.147 1.60 1.200 1.00 1.00 1.00 2.26 544.43 1584.00 0.84 264.001.00 38.80 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.206 0.088 1.60 1.200 1.00 1.00 1.00 1.36 326.66 1584.00 0.50 264.001.00 23.28 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1839 4.538 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.276 1.276 Overall MINimum 0.270 0.270 +D+H 1.006 1.006 +D+L+H 1.006 1.006 +D+Lr+H 1.276 1.276 +D+S+H 1.006 1.006 +D+0.750Lr+0.750L+H 1.209 1.209 +D+0.750L+0.750S+H 1.006 1.006 +D+0.60W+H 1.006 1.006 +D+0.750Lr+0.750L+0.450W+H 1.209 1.209 +D+0.750L+0.750S+0.450W+H 1.006 1.006 +0.60D+0.60W+0.60H 0.604 0.604 +D+0.70E+0.60H 1.006 1.006 +D+0.750L+0.750S+0.5250E+H 1.006 1.006 +0.60D+0.70E+H 0.604 0.604 D Only 1.006 1.006 Lr Only 0.270 0.270 H Only 62 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam R - Plan West: 3rd from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-South No.2 825.0 825.0 550.0 520.0 1,000.0 370.0 165.0 425.0 29.640 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof DL and LL) Uniform Load : D = 0.1880 , Tributary Width = 1.0 ft, (Wall and Parapet) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.516: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.773 ft 27.11 psi= = 742.50 psi 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 148.50 psi== Section used for this span 6x6 Maximum Shear Stress Ratio 0.183 : 1 0.000 ft= = 383.25 psi Maximum Deflection 0 <360 879 Ratio =0 <360 Max Downward Transient Deflection 0.011 in 6029Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.075 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.50 ft 1 0.516 0.183 0.90 1.000 1.00 1.00 1.00 0.89 383.25 742.50 0.55 148.501.00 27.11 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.465 0.164 1.00 1.000 1.00 1.00 1.00 0.89 383.25 825.00 0.55 165.001.00 27.11 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.435 0.154 1.25 1.000 1.00 1.00 1.00 1.04 448.70 1031.25 0.64 206.251.00 31.74 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.404 0.143 1.15 1.000 1.00 1.00 1.00 0.89 383.25 948.75 0.55 189.751.00 27.11 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.419 0.148 1.25 1.000 1.00 1.00 1.00 1.00 432.34 1031.25 0.62 206.251.00 30.58 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.404 0.143 1.15 1.000 1.00 1.00 1.00 0.89 383.25 948.75 0.55 189.751.00 27.11 63 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam R - Plan West: 3rd from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.290 0.103 1.60 1.000 1.00 1.00 1.00 0.89 383.25 1320.00 0.55 264.001.00 27.11 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.328 0.116 1.60 1.000 1.00 1.00 1.00 1.00 432.34 1320.00 0.62 264.001.00 30.58 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.290 0.103 1.60 1.000 1.00 1.00 1.00 0.89 383.25 1320.00 0.55 264.001.00 27.11 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.174 0.062 1.60 1.000 1.00 1.00 1.00 0.53 229.95 1320.00 0.33 264.001.00 16.27 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.290 0.103 1.60 1.000 1.00 1.00 1.00 0.89 383.25 1320.00 0.55 264.001.00 27.11 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.290 0.103 1.60 1.000 1.00 1.00 1.00 0.89 383.25 1320.00 0.55 264.001.00 27.11 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.174 0.062 1.60 1.000 1.00 1.00 1.00 0.53 229.95 1320.00 0.33 264.001.00 16.27 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0750 2.773 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.754 0.754 Overall MINimum 0.110 0.110 +D+H 0.644 0.644 +D+L+H 0.644 0.644 +D+Lr+H 0.754 0.754 +D+S+H 0.644 0.644 +D+0.750Lr+0.750L+H 0.727 0.727 +D+0.750L+0.750S+H 0.644 0.644 +D+0.60W+H 0.644 0.644 +D+0.750Lr+0.750L+0.450W+H 0.727 0.727 +D+0.750L+0.750S+0.450W+H 0.644 0.644 +0.60D+0.60W+0.60H 0.386 0.386 +D+0.70E+0.60H 0.644 0.644 +D+0.750L+0.750S+0.5250E+H 0.644 0.644 +0.60D+0.70E+H 0.386 0.386 D Only 0.644 0.644 Lr Only 0.110 0.110 H Only 64 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam S - Plan West: 4th from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.280, Lr = 0.20 , Tributary Width = 1.0 ft, (Tower Wall and Roof Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.436: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 7.561 ft 75.65 psi= = 3,000.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.228 : 1 0.000 ft= = 1,307.45 psi Maximum Deflection 0 <360 427 Ratio =0 <360 Max Downward Transient Deflection 0.173 in 1057Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.428 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 15.250 ft 1 0.361 0.189 0.90 1.000 1.00 1.00 1.00 8.57 778.93 2160.00 1.98 238.501.00 45.07 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.325 0.170 1.00 1.000 1.00 1.00 1.00 8.57 778.93 2400.00 1.98 265.001.00 45.07 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.436 0.228 1.25 1.000 1.00 1.00 1.00 14.38 1,307.45 3000.00 3.33 331.251.00 75.65 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.282 0.148 1.15 1.000 1.00 1.00 1.00 8.57 778.93 2760.00 1.98 304.751.00 45.07 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.392 0.205 1.25 1.000 1.00 1.00 1.00 12.93 1,175.32 3000.00 2.99 331.251.00 68.01 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.282 0.148 1.15 1.000 1.00 1.00 1.00 8.57 778.93 2760.00 1.98 304.751.00 45.07 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 65 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam S - Plan West: 4th from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 15.250 ft 1 0.203 0.106 1.60 1.000 1.00 1.00 1.00 8.57 778.93 3840.00 1.98 424.001.00 45.07 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.306 0.160 1.60 1.000 1.00 1.00 1.00 12.93 1,175.32 3840.00 2.99 424.001.00 68.01 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.203 0.106 1.60 1.000 1.00 1.00 1.00 8.57 778.93 3840.00 1.98 424.001.00 45.07 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.122 0.064 1.60 1.000 1.00 1.00 1.00 5.14 467.36 3840.00 1.19 424.001.00 27.04 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.203 0.106 1.60 1.000 1.00 1.00 1.00 8.57 778.93 3840.00 1.98 424.001.00 45.07 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.203 0.106 1.60 1.000 1.00 1.00 1.00 8.57 778.93 3840.00 1.98 424.001.00 45.07 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.250 ft 1 0.122 0.064 1.60 1.000 1.00 1.00 1.00 5.14 467.36 3840.00 1.19 424.001.00 27.04 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.4281 7.689 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.773 3.773 Overall MINimum 1.525 1.525 +D+H 2.248 2.248 +D+L+H 2.248 2.248 +D+Lr+H 3.773 3.773 +D+S+H 2.248 2.248 +D+0.750Lr+0.750L+H 3.391 3.391 +D+0.750L+0.750S+H 2.248 2.248 +D+0.60W+H 2.248 2.248 +D+0.750Lr+0.750L+0.450W+H 3.391 3.391 +D+0.750L+0.750S+0.450W+H 2.248 2.248 +0.60D+0.60W+0.60H 1.349 1.349 +D+0.70E+0.60H 2.248 2.248 +D+0.750L+0.750S+0.5250E+H 2.248 2.248 +0.60D+0.70E+H 1.349 1.349 D Only 2.248 2.248 Lr Only 1.525 1.525 H Only 66 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam T - Plan West: 5th from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.040 ksf, Tributary Width = 3.0 ft, (Roof DL and LL) Uniform Load : D = 0.060 , Tributary Width = 1.0 ft, (Wall above header) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.331: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 7.059 ft 47.89 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.145 : 1 0.000 ft= = 994.07 psi Maximum Deflection 0 <360 459 Ratio =0 <360 Max Downward Transient Deflection 0.175 in 961Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.366 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 14.0 ft 1 0.240 0.105 0.90 1.000 1.00 1.00 1.00 3.21 518.96 2160.00 0.82 238.501.00 25.00 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.216 0.094 1.00 1.000 1.00 1.00 1.00 3.21 518.96 2400.00 0.82 265.001.00 25.00 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.331 0.145 1.25 1.000 1.00 1.00 1.00 6.15 994.07 3000.00 1.58 331.251.00 47.89 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.188 0.082 1.15 1.000 1.00 1.00 1.00 3.21 518.96 2760.00 0.82 304.751.00 25.00 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.292 0.127 1.25 1.000 1.00 1.00 1.00 5.42 875.29 3000.00 1.39 331.251.00 42.17 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.188 0.082 1.15 1.000 1.00 1.00 1.00 3.21 518.96 2760.00 0.82 304.751.00 25.00 67 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam T - Plan West: 5th from Bottom Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.135 0.059 1.60 1.000 1.00 1.00 1.00 3.21 518.96 3840.00 0.82 424.001.00 25.00 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.228 0.099 1.60 1.000 1.00 1.00 1.00 5.42 875.29 3840.00 1.39 424.001.00 42.17 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.135 0.059 1.60 1.000 1.00 1.00 1.00 3.21 518.96 3840.00 0.82 424.001.00 25.00 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.081 0.035 1.60 1.000 1.00 1.00 1.00 1.93 311.37 3840.00 0.49 424.001.00 15.00 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.135 0.059 1.60 1.000 1.00 1.00 1.00 3.21 518.96 3840.00 0.82 424.001.00 25.00 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.135 0.059 1.60 1.000 1.00 1.00 1.00 3.21 518.96 3840.00 0.82 424.001.00 25.00 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.081 0.035 1.60 1.000 1.00 1.00 1.00 1.93 311.37 3840.00 0.49 424.001.00 15.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3657 7.059 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.758 1.758 Overall MINimum 0.840 0.840 +D+H 0.918 0.918 +D+L+H 0.918 0.918 +D+Lr+H 1.758 1.758 +D+S+H 0.918 0.918 +D+0.750Lr+0.750L+H 1.548 1.548 +D+0.750L+0.750S+H 0.918 0.918 +D+0.60W+H 0.918 0.918 +D+0.750Lr+0.750L+0.450W+H 1.548 1.548 +D+0.750L+0.750S+0.450W+H 0.918 0.918 +0.60D+0.60W+0.60H 0.551 0.551 +D+0.70E+0.60H 0.918 0.918 +D+0.750L+0.750S+0.5250E+H 0.918 0.918 +0.60D+0.70E+H 0.551 0.551 D Only 0.918 0.918 Lr Only 0.840 0.840 H Only 68 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam U: Beam at Closet Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.580 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0170 ksf, Tributary Width = 10.0 ft, (Wall Load) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof DL and LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.471: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 1.750 ft 37.77 psi= = 1,147.50 psi 4x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 162.00 psi== Section used for this span 4x4 Maximum Shear Stress Ratio 0.233 : 1 3.219 ft= = 540.00 psi Maximum Deflection 0 <360 989 Ratio =0 <180 Max Downward Transient Deflection 0.007 in 6185Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.042 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 3.50 ft 1 0.471 0.233 0.90 1.500 1.00 1.00 1.00 0.32 540.00 1147.50 0.31 162.001.00 37.77 1.00+D+Lr 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.403 0.200 1.25 1.500 1.00 1.00 1.00 0.38 642.86 1593.75 0.37 225.001.00 44.97 1.00+D+0.750Lr 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.387 0.192 1.25 1.500 1.00 1.00 1.00 0.37 617.14 1593.75 0.35 225.001.00 43.17 1.00+0.60D 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.159 0.079 1.60 1.500 1.00 1.00 1.00 0.19 324.00 2040.00 0.19 288.001.00 22.66 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0424 1.763 0.0000 0.000 . 69 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam U: Beam at Closet Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.438 0.438 Overall MINimum 0.070 0.070 D Only 0.368 0.368 +D+Lr 0.438 0.438 +D+0.750Lr 0.420 0.420 +0.60D 0.221 0.221 Lr Only 0.070 0.070 70 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam V: Beam at Closet 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.580 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0170 ksf, Tributary Width = 10.0 ft, (Wall Load) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof DL and LL) Point Load : D = 1.0, Lr = 1.0 k @ 0.50 ft, (Reaction From Beam Q) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.515: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 0.613 ft 158.96 psi= = 1,381.25 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.706 : 1 0.000 ft= = 711.38 psi Maximum Deflection 0 <360 1507 Ratio =0 <180 Max Downward Transient Deflection 0.010 in 4093Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.028 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 3.50 ft 1 0.424 0.544 0.90 1.300 1.00 1.00 1.00 0.62 421.73 994.50 1.13 162.001.00 88.11 1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.515 0.706 1.25 1.300 1.00 1.00 1.00 1.05 711.38 1381.25 2.04 225.001.00 158.96 1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.460 0.628 1.25 1.300 1.00 1.00 1.00 0.94 635.98 1381.25 1.81 225.001.00 141.25 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.143 0.184 1.60 1.300 1.00 1.00 1.00 0.37 253.04 1768.00 0.68 288.001.00 52.87 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0279 1.609 0.0000 0.000 . 71 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam V: Beam at Closet 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.152 0.723 Overall MINimum 0.927 0.213 D Only 1.225 0.510 +D+Lr 2.152 0.723 +D+0.750Lr 1.920 0.670 +0.60D 0.735 0.306 Lr Only 0.927 0.213 72 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam W: Beam at Fire Riser Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.580 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.01740 ksf, Tributary Width = 10.0 ft, (Wall Load) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof DL and LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.448: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 32.13 psi= = 918.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 162.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.198 : 1 7.241 ft= = 411.61 psi Maximum Deflection 0 <360 1505 Ratio =0 <360 Max Downward Transient Deflection 0.010 in 9562Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.064 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 8.0 ft 1 0.448 0.198 0.90 1.200 1.00 1.00 1.00 1.71 411.61 918.00 0.69 162.001.00 32.13 1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.383 0.170 1.25 1.200 1.00 1.00 1.00 2.03 488.55 1275.00 0.82 225.001.00 38.14 1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.368 0.163 1.25 1.200 1.00 1.00 1.00 1.95 469.31 1275.00 0.79 225.001.00 36.64 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.151 0.067 1.60 1.200 1.00 1.00 1.00 1.03 246.97 1632.00 0.42 288.001.00 19.28 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0637 4.029 0.0000 0.000 . 73 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam W: Beam at Fire Riser Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.016 1.016 Overall MINimum 0.160 0.160 D Only 0.856 0.856 +D+Lr 1.016 1.016 +D+0.750Lr 0.976 0.976 +0.60D 0.514 0.514 Lr Only 0.160 0.160 74 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam X - Short Span: Midspan Support of Trusses Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 26.0 ft, (Roof DL and LL) Uniform Load : D = 0.2070, Lr = 0.0460 , Tributary Width = 1.0 ft, (Tower) Point Load : D = 0.0890 k @ 6.0 ft, (Mech - EF) Point Load : D = 0.1460 k @ 1.0 ft, (Mech - EF) Point Load : D = 0.0750 k @ 3.50 ft, (Mech - ICE Platform) Point Load : D = 0.0880 k @ 6.0 ft, (Mech - ICE Platform) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.325: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 93.76 psi= = 3,000.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.283 : 1 0.000 ft= = 975.37 psi Maximum Deflection 0 <360 1100 Ratio =0 <180 Max Downward Transient Deflection 0.028 in 2608Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.065 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.261 0.231 0.90 1.000 1.00 1.00 1.00 3.49 563.73 2160.00 1.82 238.501.00 55.08 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.235 0.208 1.00 1.000 1.00 1.00 1.00 3.49 563.73 2400.00 1.82 265.001.00 55.08 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.325 0.283 1.25 1.000 1.00 1.00 1.00 6.04 975.37 3000.00 3.09 331.251.00 93.76 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.204 0.181 1.15 1.000 1.00 1.00 1.00 3.49 563.73 2760.00 1.82 304.751.00 55.08 75 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Beam X - Short Span: Midspan Support of Trusses Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.291 0.254 1.25 1.000 1.00 1.00 1.00 5.40 872.46 3000.00 2.78 331.251.00 84.09 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.204 0.181 1.15 1.000 1.00 1.00 1.00 3.49 563.73 2760.00 1.82 304.751.00 55.08 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.147 0.130 1.60 1.000 1.00 1.00 1.00 3.49 563.73 3840.00 1.82 424.001.00 55.08 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.227 0.198 1.60 1.000 1.00 1.00 1.00 5.40 872.46 3840.00 2.78 424.001.00 84.09 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.147 0.130 1.60 1.000 1.00 1.00 1.00 3.49 563.73 3840.00 1.82 424.001.00 55.08 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.088 0.078 1.60 1.000 1.00 1.00 1.00 2.09 338.24 3840.00 1.09 424.001.00 33.05 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.147 0.130 1.60 1.000 1.00 1.00 1.00 3.49 563.73 3840.00 1.82 424.001.00 55.08 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.147 0.130 1.60 1.000 1.00 1.00 1.00 3.49 563.73 3840.00 1.82 424.001.00 55.08 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.088 0.078 1.60 1.000 1.00 1.00 1.00 2.09 338.24 3840.00 1.09 424.001.00 33.05 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0654 3.000 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.065 4.157 Overall MINimum 1.698 1.698 +D+H 2.367 2.459 +D+L+H 2.367 2.459 +D+Lr+H 4.065 4.157 +D+S+H 2.367 2.459 +D+0.750Lr+0.750L+H 3.641 3.733 +D+0.750L+0.750S+H 2.367 2.459 +D+0.60W+H 2.367 2.459 +D+0.750Lr+0.750L+0.450W+H 3.641 3.733 +D+0.750L+0.750S+0.450W+H 2.367 2.459 +0.60D+0.60W+0.60H 1.420 1.476 +D+0.70E+0.60H 2.367 2.459 +D+0.750L+0.750S+0.5250E+H 2.367 2.459 +0.60D+0.70E+H 1.420 1.476 D Only 2.367 2.459 Lr Only 1.698 1.698 H Only 76 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Joists - Ladder Framing between joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof DL and LL) Point Load : D = 0.050 k @ 2.0 ft, (light Mech Load/ EF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.202: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 27.57 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.123 : 1 3.547 ft= = 339.08 psi Maximum Deflection 0 <360 2707 Ratio =0 <180 Max Downward Transient Deflection 0.007 in 6892Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.018 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.175 0.101 0.90 1.300 1.15 1.00 1.00 0.13 212.14 1210.95 0.09 162.001.00 16.32 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.158 0.091 1.00 1.300 1.15 1.00 1.00 0.13 212.14 1345.50 0.09 180.001.00 16.32 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.202 0.123 1.25 1.300 1.15 1.00 1.00 0.21 339.08 1681.88 0.15 225.001.00 27.57 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.137 0.079 1.15 1.300 1.15 1.00 1.00 0.13 212.14 1547.33 0.09 207.001.00 16.32 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.183 0.110 1.25 1.300 1.15 1.00 1.00 0.19 307.34 1681.88 0.14 225.001.00 24.76 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.137 0.079 1.15 1.300 1.15 1.00 1.00 0.13 212.14 1547.33 0.09 207.001.00 16.32 77 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Joists - Ladder Framing between joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.099 0.057 1.60 1.300 1.15 1.00 1.00 0.13 212.14 2152.80 0.09 288.001.00 16.32 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.143 0.086 1.60 1.300 1.15 1.00 1.00 0.19 307.34 2152.80 0.14 288.001.00 24.76 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.099 0.057 1.60 1.300 1.15 1.00 1.00 0.13 212.14 2152.80 0.09 288.001.00 16.32 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.059 0.034 1.60 1.300 1.15 1.00 1.00 0.08 127.28 2152.80 0.05 288.001.00 9.79 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.099 0.057 1.60 1.300 1.15 1.00 1.00 0.13 212.14 2152.80 0.09 288.001.00 16.32 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.099 0.057 1.60 1.300 1.15 1.00 1.00 0.13 212.14 2152.80 0.09 288.001.00 16.32 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.059 0.034 1.60 1.300 1.15 1.00 1.00 0.08 127.28 2152.80 0.05 288.001.00 9.79 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0177 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.189 0.189 Overall MINimum 0.080 0.080 +D+H 0.109 0.109 +D+L+H 0.109 0.109 +D+Lr+H 0.189 0.189 +D+S+H 0.109 0.109 +D+0.750Lr+0.750L+H 0.169 0.169 +D+0.750L+0.750S+H 0.109 0.109 +D+0.60W+H 0.109 0.109 +D+0.750Lr+0.750L+0.450W+H 0.169 0.169 +D+0.750L+0.750S+0.450W+H 0.109 0.109 +0.60D+0.60W+0.60H 0.065 0.065 +D+0.70E+0.60H 0.109 0.109 +D+0.750L+0.750S+0.5250E+H 0.109 0.109 +0.60D+0.70E+H 0.065 0.065 D Only 0.109 0.109 Lr Only 0.080 0.080 H Only 78 Steel Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Column at Center Beam (Interior) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 10.080Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi19,000.0 ksi Steel Section Name :HSS3x3x1/4 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 88.482 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.080 ft, D = 6.390, LR = 4.430 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.010 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5304 Location of max.above base 0.0 ft 10.908 k 20.565 k 0.0 k-ft Load Combination +D+Lr Load Combination +D+0.60W 4.455 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.03024 k 0.002180 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 4.455 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . (see tab for all) Top along X-X k Bottom along X-X k Top along Y-Y k Bottom along Y-Y k Maximum Load Deflections . . . Along Y-Y in at ft above base for load combination : Along X-X in at ft above base for load combination : 13.869 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance .Steel Section Properties :HSS3x3x1/4 79 Steel Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Column at Center Beam (Interior) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Steel Section Properties :HSS3x3x1/4 R xx = 1.110 in Depth =3.000 in R yy = 1.110 in J =5.080 in^4 Width =3.000 in Wall Thick = 0.250 in Zx =2.480 in^3 Area = 2.440 in^2 Weight =8.778 plf I xx =3.02 in^4 S xx =2.01 in^3Design Thick =0.233 in I yy =3.020 in^4 C =3.520 in^3 S yy =2.010 in^3 Ycg =0.000 in Sketches 80 Steel Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Column Round at Drive Thru Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 10.080Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi19,000.0 ksi Steel Section Name :Pipe3 Std 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 71.286 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.080 ft, D = 1.960, LR = 0.940 k BENDING LOADS . . . Lat. Point Load at 10.0 ft creating Mx-x, W = 0.4920 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.1538 Location of max.above base 0.0 ft 2.971 k 19.315 k 0.0 k-ft Load Combination +D+Lr Load Combination +D+0.60W 3.934 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.2929 k 0.02177 : 1 Location of max.above base 10.012 ft At maximum location values are . . . : 1 At maximum location values are . . . k 3.934 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . (see tab for all) Top along X-X k Bottom along X-X k Top along Y-Y k Bottom along Y-Y k Maximum Load Deflections . . . Along Y-Y in at ft above base for load combination : Along X-X in at ft above base for load combination : 13.452 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance .Steel Section Properties :Pipe3 Std 81 Steel Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Column Round at Drive Thru Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Steel Section Properties :Pipe3 Std R xx = 1.170 in Depth =3.500 in R yy = 1.170 in J =5.690 in^4 Diameter =3.500 in Wall Thick = 0.216 in Zx =2.190 in^3 Area = 2.080 in^2 Weight =7.072 plf I xx =2.85 in^4 S xx =1.63 in^3 I yy =2.850 in^4 S yy =1.630 in^3 Ycg =0.000 in Sketches 82 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Parapet Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : W = 0.0160 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : W = 0.0250 ksf, Tributary Width = 1.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.249: 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 1 Location of maximum on span 13.750 ft 16.49 psi= = 2,152.80 psi 3x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.60W+H = = = 288.00 psi== Section used for this span 3x6 Maximum Shear Stress Ratio 0.057 : 1 13.750 ft= = 537.09 psi Maximum Deflection 3492 >=240 414 Ratio =6353 >=180 Max Downward Transient Deflection 0.622 in 270Ratio =>=240 Max Upward Transient Deflection -0.047 in Ratio = Max Downward Total Deflection 0.404 in Ratio =>=180 Max Upward Total Deflection -0.026 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 13.750 ft 1 0.059 0.017 0.90 1.300 1.15 1.00 1.00 0.08 71.74 1210.95 0.03 162.001.00 2.75 1.00Length = 7.0 ft 2 0.059 0.017 0.90 1.300 1.15 1.00 1.00 0.08 71.74 1210.95 0.02 162.001.00 2.75 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.053 0.015 1.00 1.300 1.15 1.00 1.00 0.08 71.74 1345.50 0.03 180.001.00 2.75 1.00Length = 7.0 ft 2 0.053 0.015 1.00 1.300 1.15 1.00 1.00 0.08 71.74 1345.50 0.02 180.001.00 2.75 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.03 225.001.00 2.75 1.00Length = 7.0 ft 2 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.02 225.001.00 2.75 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 83 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Parapet Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 13.750 ft 1 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.03 207.001.00 2.75 1.00Length = 7.0 ft 2 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.02 207.001.00 2.75 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.03 225.001.00 2.75 1.00Length = 7.0 ft 2 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.02 225.001.00 2.75 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.03 207.001.00 2.75 1.00Length = 7.0 ft 2 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.02 207.001.00 2.75 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.249 0.057 1.60 1.300 1.15 1.00 1.00 0.56 537.09 2152.80 0.15 288.001.00 16.49 1.00Length = 7.0 ft 2 0.249 0.057 1.60 1.300 1.15 1.00 1.00 0.56 537.09 2152.80 0.15 288.001.00 16.49 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.195 0.045 1.60 1.300 1.15 1.00 1.00 0.44 420.75 2152.80 0.12 288.001.00 12.92 1.00Length = 7.0 ft 2 0.195 0.045 1.60 1.300 1.15 1.00 1.00 0.44 420.75 2152.80 0.12 288.001.00 12.92 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.195 0.045 1.60 1.300 1.15 1.00 1.00 0.44 420.75 2152.80 0.12 288.001.00 12.92 1.00Length = 7.0 ft 2 0.195 0.045 1.60 1.300 1.15 1.00 1.00 0.44 420.75 2152.80 0.12 288.001.00 12.92 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.236 0.054 1.60 1.300 1.15 1.00 1.00 0.53 508.39 2152.80 0.14 288.001.00 15.61 1.00Length = 7.0 ft 2 0.236 0.054 1.60 1.300 1.15 1.00 1.00 0.53 508.39 2152.80 0.14 288.001.00 15.61 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.03 288.001.00 2.75 1.00Length = 7.0 ft 2 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.02 288.001.00 2.75 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.03 288.001.00 2.75 1.00Length = 7.0 ft 2 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.02 288.001.00 2.75 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.020 0.006 1.60 1.300 1.15 1.00 1.00 0.05 43.04 2152.80 0.02 288.001.00 1.65 1.00Length = 7.0 ft 2 0.020 0.006 1.60 1.300 1.15 1.00 1.00 0.05 43.04 2152.80 0.01 288.001.00 1.65 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only+D+0.60W+H 1 0.0361 4.366 -0.0472 11.341 W Only 2 0.6218 7.000 0.0000 11.341 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.087 0.438 Overall MINimum 0.087 0.438 +D+H 0.016 0.048 +D+L+H 0.016 0.048 +D+Lr+H 0.016 0.048 +D+S+H 0.016 0.048 +D+0.750Lr+0.750L+H 0.016 0.048 +D+0.750L+0.750S+H 0.016 0.048 +D+0.60W+H 0.068 0.311 +D+0.750Lr+0.750L+0.450W+H 0.055 0.245 +D+0.750L+0.750S+0.450W+H 0.055 0.245 +0.60D+0.60W+0.60H 0.062 0.292 +D+0.70E+0.60H 0.016 0.048 +D+0.750L+0.750S+0.5250E+H 0.016 0.048 +0.60D+0.70E+H 0.009 0.029 D Only 0.016 0.048 W Only 0.087 0.438 H Only 84 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:2x4 Parapet at rear door canopy Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : W = 0.0180 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : W = 0.0280 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.120: 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 10.37 psi= = 2,760.00 psi 4-2x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.60W+H = = = 288.00 psi== Section used for this span 4-2x4 Maximum Shear Stress Ratio 0.036 : 1 2.217 ft= = 330.02 psi Maximum Deflection 2912 >=360 628 Ratio =4853 >=180 Max Downward Transient Deflection 0.403 in 376Ratio =>=360 Max Upward Transient Deflection -0.010 in Ratio = Max Downward Total Deflection 0.242 in Ratio =>=180 Max Upward Total Deflection -0.006 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 2.50 ft 1 0.90 1.500 1.15 1.00 1.00 1552.50 0.00 162.001.00 0.00 1.00Length = 6.333 ft 2 0.90 1.500 1.15 1.00 1.00 1552.50 0.00 162.001.00 0.00 1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.00 1.500 1.15 1.00 1.00 1725.00 0.00 180.001.00 0.00 1.00Length = 6.333 ft 2 1.00 1.500 1.15 1.00 1.00 1725.00 0.00 180.001.00 0.00 1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.25 1.500 1.15 1.00 1.00 2156.25 0.00 225.001.00 0.00 1.00Length = 6.333 ft 2 1.25 1.500 1.15 1.00 1.00 2156.25 0.00 225.001.00 0.00 1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.15 1.500 1.15 1.00 1.00 1983.75 0.00 207.001.00 0.00 85 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:2x4 Parapet at rear door canopy Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 6.333 ft 2 1.15 1.500 1.15 1.00 1.00 1983.75 0.00 207.001.00 0.00 1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.25 1.500 1.15 1.00 1.00 2156.25 0.00 225.001.00 0.00 1.00Length = 6.333 ft 2 1.25 1.500 1.15 1.00 1.00 2156.25 0.00 225.001.00 0.00 1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.15 1.500 1.15 1.00 1.00 1983.75 0.00 207.001.00 0.00 1.00Length = 6.333 ft 2 1.15 1.500 1.15 1.00 1.00 1983.75 0.00 207.001.00 0.00 1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 0.120 0.036 1.60 1.500 1.15 1.00 1.00 0.34 330.02 2760.00 0.15 288.001.00 10.37 1.00Length = 6.333 ft 2 0.120 0.036 1.60 1.500 1.15 1.00 1.00 0.34 330.02 2760.00 0.10 288.001.00 10.37 1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 0.090 0.027 1.60 1.500 1.15 1.00 1.00 0.25 247.52 2760.00 0.11 288.001.00 7.78 1.00Length = 6.333 ft 2 0.090 0.027 1.60 1.500 1.15 1.00 1.00 0.25 247.52 2760.00 0.08 288.001.00 7.78 1.00+D+0.750L+0.750S+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 0.090 0.027 1.60 1.500 1.15 1.00 1.00 0.25 247.52 2760.00 0.11 288.001.00 7.78 1.00Length = 6.333 ft 2 0.090 0.027 1.60 1.500 1.15 1.00 1.00 0.25 247.52 2760.00 0.08 288.001.00 7.78 1.00+0.60D+0.60W+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 0.120 0.036 1.60 1.500 1.15 1.00 1.00 0.34 330.02 2760.00 0.15 288.001.00 10.37 1.00Length = 6.333 ft 2 0.120 0.036 1.60 1.500 1.15 1.00 1.00 0.34 330.02 2760.00 0.10 288.001.00 10.37 1.00+D+0.70E+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 1.00Length = 6.333 ft 2 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 1.00Length = 6.333 ft 2 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 1.00+0.60D+0.70E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.50 ft 1 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 1.00Length = 6.333 ft 2 1.60 1.500 1.15 1.00 1.00 2760.00 0.00 288.001.00 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only10.0000 0.000 -0.0103 1.460 W Only 2 0.4033 6.333 0.0000 1.460 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.202 0.424 Overall MINimum -0.121 0.424 +D+0.60W+H -0.121 0.255 +D+0.750Lr+0.750L+0.450W+H -0.091 0.191 +D+0.750L+0.750S+0.450W+H -0.091 0.191 +0.60D+0.60W+0.60H -0.121 0.255 W Only -0.202 0.424 H Only 86 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Parapet (wind applied at back side) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : W = -0.0160 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : W = -0.0160 ksf, Tributary Width = 1.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.118: 1 Load Combination +0.60D+0.60W+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 13.750 ft 9.78 psi= = 2,152.80 psi 3x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60D+0.60W+0.60H = = = 288.00 psi== Section used for this span 3x6 Maximum Shear Stress Ratio 0.034 : 1 13.298 ft= = 254.78 psi Maximum Deflection 774 >=240 5356 Ratio =1508 >=180 Max Downward Transient Deflection 0.000 in 0Ratio =<240 Max Upward Transient Deflection -0.217 in Ratio = Max Downward Total Deflection 0.031 in Ratio =>=180 Max Upward Total Deflection -0.111 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 13.750 ft 1 0.059 0.017 0.90 1.300 1.15 1.00 1.00 0.08 71.74 1210.95 0.03 162.001.00 2.75 1.00Length = 7.0 ft 2 0.059 0.017 0.90 1.300 1.15 1.00 1.00 0.08 71.74 1210.95 0.02 162.001.00 2.75 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.053 0.015 1.00 1.300 1.15 1.00 1.00 0.08 71.74 1345.50 0.03 180.001.00 2.75 1.00Length = 7.0 ft 2 0.053 0.015 1.00 1.300 1.15 1.00 1.00 0.08 71.74 1345.50 0.02 180.001.00 2.75 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.03 225.001.00 2.75 1.00Length = 7.0 ft 2 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.02 225.001.00 2.75 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 87 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Parapet (wind applied at back side) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 13.750 ft 1 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.03 207.001.00 2.75 1.00Length = 7.0 ft 2 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.02 207.001.00 2.75 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.03 225.001.00 2.75 1.00Length = 7.0 ft 2 0.043 0.012 1.25 1.300 1.15 1.00 1.00 0.08 71.74 1681.88 0.02 225.001.00 2.75 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.03 207.001.00 2.75 1.00Length = 7.0 ft 2 0.046 0.013 1.15 1.300 1.15 1.00 1.00 0.08 71.74 1547.33 0.02 207.001.00 2.75 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.105 0.030 1.60 1.300 1.15 1.00 1.00 0.24 226.08 2152.80 0.08 288.001.00 8.68 1.00Length = 7.0 ft 2 0.105 0.030 1.60 1.300 1.15 1.00 1.00 0.24 226.08 2152.80 0.06 288.001.00 8.68 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.070 0.020 1.60 1.300 1.15 1.00 1.00 0.16 151.63 2152.80 0.05 288.001.00 5.82 1.00Length = 7.0 ft 2 0.070 0.020 1.60 1.300 1.15 1.00 1.00 0.16 151.63 2152.80 0.04 288.001.00 5.82 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.070 0.020 1.60 1.300 1.15 1.00 1.00 0.16 151.63 2152.80 0.05 288.001.00 5.82 1.00Length = 7.0 ft 2 0.070 0.020 1.60 1.300 1.15 1.00 1.00 0.16 151.63 2152.80 0.04 288.001.00 5.82 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.118 0.034 1.60 1.300 1.15 1.00 1.00 0.27 254.78 2152.80 0.09 288.001.00 9.78 1.00Length = 7.0 ft 2 0.118 0.034 1.60 1.300 1.15 1.00 1.00 0.27 254.78 2152.80 0.07 288.001.00 9.78 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.03 288.001.00 2.75 1.00Length = 7.0 ft 2 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.02 288.001.00 2.75 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.03 288.001.00 2.75 1.00Length = 7.0 ft 2 0.033 0.010 1.60 1.300 1.15 1.00 1.00 0.08 71.74 2152.80 0.02 288.001.00 2.75 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.750 ft 1 0.020 0.006 1.60 1.300 1.15 1.00 1.00 0.05 43.04 2152.80 0.02 288.001.00 1.65 1.00Length = 7.0 ft 2 0.020 0.006 1.60 1.300 1.15 1.00 1.00 0.05 43.04 2152.80 0.01 288.001.00 1.65 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only10.0000 0.000 -0.1230 5.771 W Only20.0000 0.000 -0.2170 7.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.108 -0.333 Overall MINimum 0.016 0.048 +D+H 0.016 0.048 +D+L+H 0.016 0.048 +D+Lr+H 0.016 0.048 +D+S+H 0.016 0.048 +D+0.750Lr+0.750L+H 0.016 0.048 +D+0.750L+0.750S+H 0.016 0.048 +D+0.60W+H -0.049 -0.152 +D+0.750Lr+0.750L+0.450W+H -0.033 -0.102 +D+0.750L+0.750S+0.450W+H -0.033 -0.102 +0.60D+0.60W+0.60H -0.056 -0.171 +D+0.70E+0.60H 0.016 0.048 +D+0.750L+0.750S+0.5250E+H 0.016 0.048 +0.60D+0.70E+H 0.009 0.029 D Only 0.016 0.048 W Only -0.108 -0.333 H Only 88 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Potato Rack Stud Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : L = 0.010 ksf, Tributary Width = 2.670 ft Moment : D = 0.5340 k-ft, Location = 3.10 ft from left end of this span, (Low Rack) Moment : D = 0.5340 k-ft, Location = 7.330 ft from left end of this span, (High Rack) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.554: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.335 ft 19.82 psi= = 1,170.00 psi 5.50 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 5.50 X 3.50 Maximum Shear Stress Ratio 0.110 : 1 9.842 ft= = 648.38 psi Maximum Deflection 0 <360 554 Ratio =17324 >=240 Max Downward Transient Deflection 0.200 in 606Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.219 in Ratio =>=240 Max Upward Total Deflection -0.007 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 10.10 ft 1 0.341 0.061 0.90 1.300 1.00 1.00 1.00 0.34 359.06 1053.00 0.13 162.001.00 9.85 1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.10 ft 1 0.554 0.110 1.00 1.300 1.00 1.00 1.00 0.61 648.38 1170.00 0.25 180.001.00 19.82 1.00+D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.10 ft 1 0.394 0.077 1.25 1.300 1.00 1.00 1.00 0.54 576.05 1462.50 0.22 225.001.00 17.32 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.10 ft 1 0.115 0.021 1.60 1.300 1.00 1.00 1.00 0.20 215.44 1872.00 0.08 288.001.00 5.91 . 89 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Potato Rack Stud Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2186 5.124 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.135 0.262 Overall MINimum 0.135 0.135 D Only -0.084 0.127 +D+L 0.051 0.262 +D+0.750L 0.017 0.229 +0.60D -0.050 0.076 L Only 0.135 0.135 90 Concrete Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Grade Beam with Uplift Forces Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 18.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 46.0 ft in this span 3-#5 at 3.0 in from Top, from 0.0 to 46.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.480, W = -0.6240 k/ft, Tributary Width = 1.0 ft, (DL) Point Load : W = 4.0, E = 8.90 k @ 1.330 ft, (HDU) Point Load : W = 4.0, E = 8.90 k @ 35.0 ft, (HDU) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.000 : 1 Span # where maximum occurs Span # 0 Location of maximum on span 0.000 ft Mn * Phi : Allowable 0.0 k-ft Typical SectionSection used for this span Mu : Applied 0.0 k-ft Maximum Deflection 0 <360.0 0 Ratio =0 <180.0 Max Downward Transient Deflection 0.000 in 0Ratio =<360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio =<180.0 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H 91 Concrete Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Grade Beam with Uplift Forces Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+1.60Lr+L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr-0.50W+1.60H +1.20D+L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+1.60S-0.50W+1.60H +1.20D+0.50Lr+L+W+1.60H +1.20D+0.50Lr+L-W+1.60H +1.20D+L+0.50S+W+1.60H +1.20D+L+0.50S-W+1.60H +0.90D+W+1.60H +0.90D-W+1.60H +1.20D+L+0.20S+E+1.60H +1.20D+L+0.20S-E+1.60H +0.90D+E+0.90H +0.90D-E+0.90H . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections 1 0.0000 0.000 0.0000 0.000 92 General Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Drive Thru Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.833 Soil Passive Resistance (for Sliding) 1.50 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure Yes: Use Pedestal wt for stability, mom & shear Yes: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.50Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4.166 ft Length parallel to Z-Z Axis = 3.666 ft =Pedestal dimensions... px : parallel to X-X Axis 42.0 in pz : parallel to Z-Z Axis 36.0 in Height == 28.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 93.6 % # Bars required on each side of zone 6.4 % Applied Loads 6.30 24.60 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k0.5230 1.344 V-z k M-xx = k-ft= k-ft H = 93 General Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Drive Thru Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: PASS 3.607 Sliding - X-X 0.9408 k 3.394 k +0.60D+0.70E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9604 Soil Bearing 2.401 ksf 2.50 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 4.809 Overturning - Z-Z 3.136 k-ft 15.081 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01441 Z Flexure (+X)0.1901 k-ft/ft 13.194 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.01441 Z Flexure (-X)0.1901 k-ft/ft 13.194 k-ft/ft +1.20D+1.60Lr-0.50W PASS 0.01593 X Flexure (+Z)0.1858 k-ft/ft 11.664 k-ft/ft +1.20D+1.60Lr PASS 0.01593 X Flexure (-Z)0.1858 k-ft/ft 11.664 k-ft/ft +1.20D+1.60Lr PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-X)0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.0 psi 82.158 psi n/a Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.7901 0.7901 n/a 0.3160.0n/a X-X, +D+Lr 2.50 n/a2.401 2.401 n/a 0.9600.0n/a X-X, +D+0.750Lr 2.50 n/a1.998 1.998 n/a 0.7990.0n/a X-X, +D+0.60W 2.50 n/a0.7901 0.7901 n/a 0.3160.0n/a X-X, +D+0.750Lr+0.450W 2.50 n/a1.998 1.998 n/a 0.7990.0n/a X-X, +D+0.450W 2.50 n/a0.7901 0.7901 n/a 0.3160.0n/a X-X, +0.60D+0.60W 2.50 n/a0.4741 0.4741 n/a 0.1900.0n/a X-X, +D+0.70E 2.50 n/a0.7901 0.7901 n/a 0.3160.0n/a X-X, +D+0.5250E 2.50 n/a0.7901 0.7901 n/a 0.3160.0n/a X-X, +0.60D+0.70E 2.50 n/a0.4741 0.4741 n/a 0.1900.0n/a Z-Z, D Only 2.50 0.7901n/a n/a 0.7901 0.316n/a0.0 Z-Z, +D+Lr 2.50 2.401n/a n/a 2.401 0.960n/a0.0 Z-Z, +D+0.750Lr 2.50 1.998n/a n/a 1.998 0.799n/a0.0 Z-Z, +D+0.60W 2.50 0.6925n/a n/a 0.8878 0.355n/a1.040 Z-Z, +D+0.750Lr+0.450W 2.50 1.925n/a n/a 2.071 0.828n/a0.3085 Z-Z, +D+0.450W 2.50 0.7169n/a n/a 0.8634 0.345n/a0.7801 Z-Z, +0.60D+0.60W 2.50 0.3764n/a n/a 0.5717 0.229n/a1.734 Z-Z, +D+0.70E 2.50 0.4973n/a n/a 1.083 0.433n/a3.119 Z-Z, +D+0.5250E 2.50 0.5705n/a n/a 1.010 0.404n/a2.339 Z-Z, +0.60D+0.70E 2.50 0.1813n/a n/a 0.7668 0.307n/a5.198 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+Lr None 0.0 k-ft Infinity OK X-X, +D+0.750Lr None 0.0 k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.450W None 0.0 k-ft Infinity OK X-X, +D+0.450W None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.70E None 0.0 k-ft Infinity OK X-X, +D+0.5250E None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 1.046 k-ft 25.136 k-ft 24.030 OK Z-Z, +D+0.750Lr+0.450W 0.7845 k-ft 63.567 k-ft 81.029 OK Z-Z, +D+0.450W 0.7845 k-ft 25.136 k-ft 32.040 OK 94 General Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Drive Thru Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Z-Z, +0.60D+0.60W 1.046 k-ft 15.081 k-ft 14.418 OK Z-Z, +D+0.70E 3.136 k-ft 25.136 k-ft 8.015 OK Z-Z, +D+0.5250E 2.352 k-ft 25.136 k-ft 10.687 OK Z-Z, +0.60D+0.70E 3.136 k-ft 15.081 k-ft 4.809 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 4.842 k No Sliding OK X-X, +D+Lr 0.0 k 12.222 k No Sliding OK X-X, +D+0.750Lr 0.0 k 10.377 k No Sliding OK X-X, +D+0.60W 0.3138 k 4.842 k 15.430 OK X-X, +D+0.750Lr+0.450W 0.2354 k 10.377 k 44.091 OK X-X, +D+0.450W 0.2354 k 4.842 k 20.573 OK X-X, +0.60D+0.60W 0.3138 k 3.394 k 10.815 OK X-X, +D+0.70E 0.9408 k 4.842 k 5.146 OK X-X, +D+0.5250E 0.7056 k 4.842 k 6.862 OK X-X, +0.60D+0.70E 0.9408 k 3.394 k 3.607 OK Z-Z, D Only 0.0 k 5.008 k No Sliding OK Z-Z, +D+Lr 0.0 k 12.388 k No Sliding OK Z-Z, +D+0.750Lr 0.0 k 10.543 k No Sliding OK Z-Z, +D+0.60W 0.0 k 5.008 k No Sliding OK Z-Z, +D+0.70E 0.0 k 5.008 k No Sliding OK Z-Z, +D+0.5250E 0.0 k 5.008 k No Sliding OK Z-Z, +0.60D+0.70E 0.0 k 3.560 k No Sliding OK Z-Z, +D+0.750Lr+0.450W 0.0 k 10.543 k No Sliding OK Z-Z, +D+0.450W 0.0 k 5.008 k No Sliding OK Z-Z, +0.60D+0.60W 0.0 k 3.560 k No Sliding OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.05007 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.40D 0.05007 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr 0.08757 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr 0.08757 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr 0.1858 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr 0.1858 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr+0.50W 0.1858 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr+0.50W 0.1858 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr-0.50W 0.1858 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+1.60Lr-0.50W 0.1858 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50W 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50W 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D-0.50W 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D-0.50W 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr+W 0.08757 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr+W 0.08757 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr-W 0.08757 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+0.50Lr-W 0.08757 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+W 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+W 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D-W 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D-W 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D+W 0.03219 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D+W 0.03219 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D-W 0.03219 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D-W 0.03219 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+E 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D+E 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK 95 General Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Drive Thru Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D-E 0.04292 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +1.20D-E 0.04292 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D+E 0.03219 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D+E 0.03219 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D-E 0.03219 +Z Bottom 0.2592 Min Temp %0.2976 11.664 OK X-X, +0.90D-E 0.03219 -Z Bottom 0.2592 Min Temp %0.2976 11.664 OK Z-Z, +1.40D 0.05008 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.40D 0.05008 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr 0.08758 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr 0.08758 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D 0.04292 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D 0.04292 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr 0.1858 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr 0.1858 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr+0.50W 0.1815 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr+0.50W 0.1901 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr-0.50W 0.1901 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+1.60Lr-0.50W 0.1815 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50W 0.03861 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50W 0.04723 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-0.50W 0.04723 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-0.50W 0.03861 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr+W 0.07895 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr+W 0.09620 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr-W 0.09620 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+0.50Lr-W 0.07895 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+W 0.03430 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+W 0.05155 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-W 0.05155 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-W 0.03430 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D+W 0.02357 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D+W 0.04082 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D-W 0.04082 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D-W 0.02357 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+E 0.02076 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D+E 0.06509 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-E 0.06509 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +1.20D-E 0.02076 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D+E 0.01003 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D+E 0.05436 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D-E 0.05436 -X Bottom 0.2592 Min Temp %0.3382 13.194 OK Z-Z, +0.90D-E 0.01003 +X Bottom 0.2592 Min Temp %0.3382 13.194 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr-0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D-0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr-W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D-W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D-W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D-E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK 96 General Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Drive Thru Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +0.90D-E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.00 159.18 0 OKpsipsi +1.20D+0.50Lr 0.00 159.18 0 OKpsipsi +1.20D 0.00 159.18 0 OKpsipsi +1.20D+1.60Lr 0.00 159.18 0 OKpsipsi +1.20D+1.60Lr+0.50W 0.00 159.18 0 OKpsipsi +1.20D+1.60Lr-0.50W 0.00 159.18 0 OKpsipsi +1.20D+0.50W 0.00 159.18 0 OKpsipsi +1.20D-0.50W 0.00 159.18 0 OKpsipsi +1.20D+0.50Lr+W 0.00 159.18 0 OKpsipsi +1.20D+0.50Lr-W 0.00 159.18 0 OKpsipsi +1.20D+W 0.00 159.18 0 OKpsipsi +1.20D-W 0.00 159.18 0 OKpsipsi +0.90D+W 0.00 159.18 0 OKpsipsi +0.90D-W 0.00 159.18 0 OKpsipsi +1.20D+E 0.00 159.18 0 OKpsipsi +1.20D-E 0.00 159.18 0 OKpsipsi +0.90D+E 0.00 159.18 0 OKpsipsi +0.90D-E 0.00 159.18 0 OKpsipsi 97 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Joist - LVL Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 1 FEB 2022, 6:32PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Trus Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (DL and LL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.582: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.532 ft 73.45 psi= = 3,380.00 psi 1.75x9.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 356.25 psi== Section used for this span 1.75x9.25 Maximum Shear Stress Ratio 0.206 : 1 18.237 ft= = 1,968.51 psi Maximum Deflection 0 <360 196 Ratio =0 <180 Max Downward Transient Deflection 0.511 in 446Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.159 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 19.0 ft 1 0.452 0.160 0.90 1.000 1.04 1.00 1.00 2.29 1,100.59 2433.60 0.44 256.501.00 41.07 1.00+D+L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.407 0.144 1.00 1.000 1.04 1.00 1.00 2.29 1,100.59 2704.00 0.44 285.001.00 41.07 1.00+D+Lr+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.582 0.206 1.25 1.000 1.04 1.00 1.00 4.09 1,968.51 3380.00 0.79 356.251.00 73.45 1.00+D+S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.354 0.125 1.15 1.000 1.04 1.00 1.00 2.29 1,100.59 3109.60 0.44 327.751.00 41.07 1.00+D+0.750Lr+0.750L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.518 0.183 1.25 1.000 1.04 1.00 1.00 3.64 1,751.53 3380.00 0.71 356.251.00 65.36 1.00+D+0.750L+0.750S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.354 0.125 1.15 1.000 1.04 1.00 1.00 2.29 1,100.59 3109.60 0.44 327.751.00 41.07 1.00+D+0.60W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 98 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Joist - LVL Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 1 FEB 2022, 6:32PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 19.0 ft 1 0.254 0.090 1.60 1.000 1.04 1.00 1.00 2.29 1,100.59 4326.40 0.44 456.001.00 41.07 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.405 0.143 1.60 1.000 1.04 1.00 1.00 3.64 1,751.53 4326.40 0.71 456.001.00 65.36 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.254 0.090 1.60 1.000 1.04 1.00 1.00 2.29 1,100.59 4326.40 0.44 456.001.00 41.07 1.00+0.60D+0.60W+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.153 0.054 1.60 1.000 1.04 1.00 1.00 1.37 660.35 4326.40 0.27 456.001.00 24.64 1.00+D+0.70E+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.254 0.090 1.60 1.000 1.04 1.00 1.00 2.29 1,100.59 4326.40 0.44 456.001.00 41.07 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.254 0.090 1.60 1.000 1.04 1.00 1.00 2.29 1,100.59 4326.40 0.44 456.001.00 41.07 1.00+0.60D+0.70E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.0 ft 1 0.153 0.054 1.60 1.000 1.04 1.00 1.00 1.37 660.35 4326.40 0.27 456.001.00 24.64 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 1.1586 9.532 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.862 0.862 Overall MINimum 0.380 0.380 +D+H 0.482 0.482 +D+L+H 0.482 0.482 +D+Lr+H 0.862 0.862 +D+S+H 0.482 0.482 +D+0.750Lr+0.750L+H 0.767 0.767 +D+0.750L+0.750S+H 0.482 0.482 +D+0.60W+H 0.482 0.482 +D+0.750Lr+0.750L+0.450W+H 0.767 0.767 +D+0.750L+0.750S+0.450W+H 0.482 0.482 +0.60D+0.60W+0.60H 0.289 0.289 +D+0.70E+0.60H 0.482 0.482 +D+0.750L+0.750S+0.5250E+H 0.482 0.482 +0.60D+0.70E+H 0.289 0.289 D Only 0.482 0.482 Lr Only 0.380 0.380 H Only 99 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam supporting joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 9.750 ft, (DL and LL from Roof) Uniform Load : D = 0.020 , Tributary Width = 1.0 ft, (Parapet Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.420: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 10.614 ft 67.55 psi= = 2,887.61 psi 5.5x16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 331.25 psi== Section used for this span 5.5x16 Maximum Shear Stress Ratio 0.204 : 1 0.000 ft= = 1,211.79 psi Maximum Deflection 0 <360 433 Ratio =0 <360 Max Downward Transient Deflection 0.283 in 911Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.596 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 1.905 ft 1 0.099 0.149 0.90 0.963 1.00 1.00 1.00 4.02 205.38 2079.08 2.08 238.501.00 35.44 1.00Length = 1.905 ft 1 0.178 0.149 0.90 0.963 1.00 1.00 1.00 7.25 370.83 2079.08 1.90 238.501.00 35.44 1.00Length = 2.177 ft 1 0.246 0.149 0.90 0.963 1.00 1.00 1.00 9.99 511.01 2079.08 1.49 238.501.00 35.44 1.00Length = 1.905 ft 1 0.284 0.149 0.90 0.963 1.00 1.00 1.00 11.56 590.88 2079.08 1.02 238.501.00 35.44 1.00Length = 1.905 ft 1 0.303 0.149 0.90 0.963 1.00 1.00 1.00 12.34 630.82 2079.08 0.61 238.501.00 35.44 1.00Length = 2.177 ft 1 0.306 0.149 0.90 0.963 1.00 1.00 1.00 12.43 635.71 2079.08 0.26 238.501.00 35.44 1.00Length = 1.905 ft 1 0.302 0.149 0.90 0.963 1.00 1.00 1.00 12.27 627.56 2079.08 0.67 238.501.00 35.44 1.00Length = 1.905 ft 1 0.280 0.149 0.90 0.963 1.00 1.00 1.00 11.38 581.92 2079.08 1.08 238.501.00 35.44 100 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam supporting joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.177 ft 1 0.239 0.149 0.90 0.963 1.00 1.00 1.00 9.71 496.34 2079.08 1.55 238.501.00 35.44 1.00Length = 1.905 ft 1 0.168 0.149 0.90 0.963 1.00 1.00 1.00 6.84 349.64 2079.08 1.96 238.501.00 35.44 1.00Length = 1.633 ft 1 0.086 0.149 0.90 0.963 1.00 1.00 1.00 3.49 178.49 2079.08 2.08 238.501.00 35.44 1.00+D+L+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.089 0.134 1.00 0.963 1.00 1.00 1.00 4.02 205.38 2310.09 2.08 265.001.00 35.44 1.00Length = 1.905 ft 1 0.161 0.134 1.00 0.963 1.00 1.00 1.00 7.25 370.83 2310.09 1.90 265.001.00 35.44 1.00Length = 2.177 ft 1 0.221 0.134 1.00 0.963 1.00 1.00 1.00 9.99 511.01 2310.09 1.49 265.001.00 35.44 1.00Length = 1.905 ft 1 0.256 0.134 1.00 0.963 1.00 1.00 1.00 11.56 590.88 2310.09 1.02 265.001.00 35.44 1.00Length = 1.905 ft 1 0.273 0.134 1.00 0.963 1.00 1.00 1.00 12.34 630.82 2310.09 0.61 265.001.00 35.44 1.00Length = 2.177 ft 1 0.275 0.134 1.00 0.963 1.00 1.00 1.00 12.43 635.71 2310.09 0.26 265.001.00 35.44 1.00Length = 1.905 ft 1 0.272 0.134 1.00 0.963 1.00 1.00 1.00 12.27 627.56 2310.09 0.67 265.001.00 35.44 1.00Length = 1.905 ft 1 0.252 0.134 1.00 0.963 1.00 1.00 1.00 11.38 581.92 2310.09 1.08 265.001.00 35.44 1.00Length = 2.177 ft 1 0.215 0.134 1.00 0.963 1.00 1.00 1.00 9.71 496.34 2310.09 1.55 265.001.00 35.44 1.00Length = 1.905 ft 1 0.151 0.134 1.00 0.963 1.00 1.00 1.00 6.84 349.64 2310.09 1.96 265.001.00 35.44 1.00Length = 1.633 ft 1 0.077 0.134 1.00 0.963 1.00 1.00 1.00 3.49 178.49 2310.09 2.08 265.001.00 35.44 1.00+D+Lr+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.136 0.204 1.25 0.963 1.00 1.00 1.00 7.66 391.50 2887.61 3.96 331.251.00 67.55 1.00Length = 1.905 ft 1 0.245 0.204 1.25 0.963 1.00 1.00 1.00 13.82 706.87 2887.61 3.63 331.251.00 67.55 1.00Length = 2.177 ft 1 0.337 0.204 1.25 0.963 1.00 1.00 1.00 19.05 974.09 2887.61 2.85 331.251.00 67.55 1.00Length = 1.905 ft 1 0.390 0.204 1.25 0.963 1.00 1.00 1.00 22.03 1,126.34 2887.61 1.95 331.251.00 67.55 1.00Length = 1.905 ft 1 0.416 0.204 1.25 0.963 1.00 1.00 1.00 23.51 1,202.46 2887.61 1.17 331.251.00 67.55 1.00Length = 2.177 ft 1 0.420 0.204 1.25 0.963 1.00 1.00 1.00 23.70 1,211.79 2887.61 0.50 331.251.00 67.55 1.00Length = 1.905 ft 1 0.414 0.204 1.25 0.963 1.00 1.00 1.00 23.39 1,196.25 2887.61 1.28 331.251.00 67.55 1.00Length = 1.905 ft 1 0.384 0.204 1.25 0.963 1.00 1.00 1.00 21.69 1,109.25 2887.61 2.07 331.251.00 67.55 1.00Length = 2.177 ft 1 0.328 0.204 1.25 0.963 1.00 1.00 1.00 18.50 946.12 2887.61 2.96 331.251.00 67.55 1.00Length = 1.905 ft 1 0.231 0.204 1.25 0.963 1.00 1.00 1.00 13.03 666.48 2887.61 3.74 331.251.00 67.55 1.00Length = 1.633 ft 1 0.118 0.204 1.25 0.963 1.00 1.00 1.00 6.65 340.23 2887.61 3.96 331.251.00 67.55 1.00+D+S+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.077 0.116 1.15 0.963 1.00 1.00 1.00 4.02 205.38 2656.60 2.08 304.751.00 35.44 1.00Length = 1.905 ft 1 0.140 0.116 1.15 0.963 1.00 1.00 1.00 7.25 370.83 2656.60 1.90 304.751.00 35.44 1.00Length = 2.177 ft 1 0.192 0.116 1.15 0.963 1.00 1.00 1.00 9.99 511.01 2656.60 1.49 304.751.00 35.44 1.00Length = 1.905 ft 1 0.222 0.116 1.15 0.963 1.00 1.00 1.00 11.56 590.88 2656.60 1.02 304.751.00 35.44 1.00Length = 1.905 ft 1 0.237 0.116 1.15 0.963 1.00 1.00 1.00 12.34 630.82 2656.60 0.61 304.751.00 35.44 1.00Length = 2.177 ft 1 0.239 0.116 1.15 0.963 1.00 1.00 1.00 12.43 635.71 2656.60 0.26 304.751.00 35.44 1.00Length = 1.905 ft 1 0.236 0.116 1.15 0.963 1.00 1.00 1.00 12.27 627.56 2656.60 0.67 304.751.00 35.44 1.00Length = 1.905 ft 1 0.219 0.116 1.15 0.963 1.00 1.00 1.00 11.38 581.92 2656.60 1.08 304.751.00 35.44 1.00Length = 2.177 ft 1 0.187 0.116 1.15 0.963 1.00 1.00 1.00 9.71 496.34 2656.60 1.55 304.751.00 35.44 1.00Length = 1.905 ft 1 0.132 0.116 1.15 0.963 1.00 1.00 1.00 6.84 349.64 2656.60 1.96 304.751.00 35.44 1.00Length = 1.633 ft 1 0.067 0.116 1.15 0.963 1.00 1.00 1.00 3.49 178.49 2656.60 2.08 304.751.00 35.44 1.00+D+0.750Lr+0.750L+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.119 0.180 1.25 0.963 1.00 1.00 1.00 6.75 344.97 2887.61 3.49 331.251.00 59.52 1.00Length = 1.905 ft 1 0.216 0.180 1.25 0.963 1.00 1.00 1.00 12.18 622.86 2887.61 3.20 331.251.00 59.52 1.00Length = 2.177 ft 1 0.297 0.180 1.25 0.963 1.00 1.00 1.00 16.78 858.32 2887.61 2.51 331.251.00 59.52 1.00Length = 1.905 ft 1 0.344 0.180 1.25 0.963 1.00 1.00 1.00 19.41 992.47 2887.61 1.72 331.251.00 59.52 1.00Length = 1.905 ft 1 0.367 0.180 1.25 0.963 1.00 1.00 1.00 20.72 1,059.55 2887.61 1.03 331.251.00 59.52 1.00Length = 2.177 ft 1 0.370 0.180 1.25 0.963 1.00 1.00 1.00 20.88 1,067.77 2887.61 0.44 331.251.00 59.52 1.00Length = 1.905 ft 1 0.365 0.180 1.25 0.963 1.00 1.00 1.00 20.61 1,054.08 2887.61 1.13 331.251.00 59.52 1.00Length = 1.905 ft 1 0.338 0.180 1.25 0.963 1.00 1.00 1.00 19.11 977.42 2887.61 1.82 331.251.00 59.52 1.00Length = 2.177 ft 1 0.289 0.180 1.25 0.963 1.00 1.00 1.00 16.30 833.68 2887.61 2.61 331.251.00 59.52 1.00Length = 1.905 ft 1 0.203 0.180 1.25 0.963 1.00 1.00 1.00 11.48 587.27 2887.61 3.30 331.251.00 59.52 1.00Length = 1.633 ft 1 0.104 0.180 1.25 0.963 1.00 1.00 1.00 5.86 299.80 2887.61 3.49 331.251.00 59.52 1.00+D+0.750L+0.750S+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.077 0.116 1.15 0.963 1.00 1.00 1.00 4.02 205.38 2656.60 2.08 304.751.00 35.44 1.00Length = 1.905 ft 1 0.140 0.116 1.15 0.963 1.00 1.00 1.00 7.25 370.83 2656.60 1.90 304.751.00 35.44 1.00Length = 2.177 ft 1 0.192 0.116 1.15 0.963 1.00 1.00 1.00 9.99 511.01 2656.60 1.49 304.751.00 35.44 1.00Length = 1.905 ft 1 0.222 0.116 1.15 0.963 1.00 1.00 1.00 11.56 590.88 2656.60 1.02 304.751.00 35.44 1.00Length = 1.905 ft 1 0.237 0.116 1.15 0.963 1.00 1.00 1.00 12.34 630.82 2656.60 0.61 304.751.00 35.44 1.00Length = 2.177 ft 1 0.239 0.116 1.15 0.963 1.00 1.00 1.00 12.43 635.71 2656.60 0.26 304.751.00 35.44 1.00Length = 1.905 ft 1 0.236 0.116 1.15 0.963 1.00 1.00 1.00 12.27 627.56 2656.60 0.67 304.751.00 35.44 1.00Length = 1.905 ft 1 0.219 0.116 1.15 0.963 1.00 1.00 1.00 11.38 581.92 2656.60 1.08 304.751.00 35.44 101 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam supporting joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.177 ft 1 0.187 0.116 1.15 0.963 1.00 1.00 1.00 9.71 496.34 2656.60 1.55 304.751.00 35.44 1.00Length = 1.905 ft 1 0.132 0.116 1.15 0.963 1.00 1.00 1.00 6.84 349.64 2656.60 1.96 304.751.00 35.44 1.00Length = 1.633 ft 1 0.067 0.116 1.15 0.963 1.00 1.00 1.00 3.49 178.49 2656.60 2.08 304.751.00 35.44 1.00+D+0.60W+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.056 0.084 1.60 0.963 1.00 1.00 1.00 4.02 205.38 3696.14 2.08 424.001.00 35.44 1.00Length = 1.905 ft 1 0.100 0.084 1.60 0.963 1.00 1.00 1.00 7.25 370.83 3696.14 1.90 424.001.00 35.44 0.99Length = 2.177 ft 1 0.138 0.084 1.60 0.963 1.00 1.00 1.00 9.99 511.01 3696.14 1.49 424.001.00 35.44 1.00Length = 1.905 ft 1 0.160 0.084 1.60 0.963 1.00 1.00 1.00 11.56 590.88 3696.14 1.02 424.001.00 35.44 1.00Length = 1.905 ft 1 0.171 0.084 1.60 0.963 1.00 1.00 1.00 12.34 630.82 3696.14 0.61 424.001.00 35.44 0.99Length = 2.177 ft 1 0.172 0.084 1.60 0.963 1.00 1.00 1.00 12.43 635.71 3696.14 0.26 424.001.00 35.44 1.00Length = 1.905 ft 1 0.170 0.084 1.60 0.963 1.00 1.00 1.00 12.27 627.56 3696.14 0.67 424.001.00 35.44 1.00Length = 1.905 ft 1 0.157 0.084 1.60 0.963 1.00 1.00 1.00 11.38 581.92 3696.14 1.08 424.001.00 35.44 0.99Length = 2.177 ft 1 0.134 0.084 1.60 0.963 1.00 1.00 1.00 9.71 496.34 3696.14 1.55 424.001.00 35.44 1.00Length = 1.905 ft 1 0.095 0.084 1.60 0.963 1.00 1.00 1.00 6.84 349.64 3696.14 1.96 424.001.00 35.44 1.00Length = 1.633 ft 1 0.048 0.084 1.60 0.963 1.00 1.00 1.00 3.49 178.49 3696.14 2.08 424.001.00 35.44 1.00+D+0.750Lr+0.750L+0.450W+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.093 0.140 1.60 0.963 1.00 1.00 1.00 6.75 344.97 3696.14 3.49 424.001.00 59.52 1.00Length = 1.905 ft 1 0.169 0.140 1.60 0.963 1.00 1.00 1.00 12.18 622.86 3696.14 3.20 424.001.00 59.52 0.99Length = 2.177 ft 1 0.232 0.140 1.60 0.963 1.00 1.00 1.00 16.78 858.32 3696.14 2.51 424.001.00 59.52 1.00Length = 1.905 ft 1 0.269 0.140 1.60 0.963 1.00 1.00 1.00 19.41 992.47 3696.14 1.72 424.001.00 59.52 1.00Length = 1.905 ft 1 0.287 0.140 1.60 0.963 1.00 1.00 1.00 20.72 1,059.55 3696.14 1.03 424.001.00 59.52 0.99Length = 2.177 ft 1 0.289 0.140 1.60 0.963 1.00 1.00 1.00 20.88 1,067.77 3696.14 0.44 424.001.00 59.52 1.00Length = 1.905 ft 1 0.285 0.140 1.60 0.963 1.00 1.00 1.00 20.61 1,054.08 3696.14 1.13 424.001.00 59.52 1.00Length = 1.905 ft 1 0.264 0.140 1.60 0.963 1.00 1.00 1.00 19.11 977.42 3696.14 1.82 424.001.00 59.52 0.99Length = 2.177 ft 1 0.226 0.140 1.60 0.963 1.00 1.00 1.00 16.30 833.68 3696.14 2.61 424.001.00 59.52 1.00Length = 1.905 ft 1 0.159 0.140 1.60 0.963 1.00 1.00 1.00 11.48 587.27 3696.14 3.30 424.001.00 59.52 1.00Length = 1.633 ft 1 0.081 0.140 1.60 0.963 1.00 1.00 1.00 5.86 299.80 3696.14 3.49 424.001.00 59.52 1.00+D+0.750L+0.750S+0.450W+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.056 0.084 1.60 0.963 1.00 1.00 1.00 4.02 205.38 3696.14 2.08 424.001.00 35.44 1.00Length = 1.905 ft 1 0.100 0.084 1.60 0.963 1.00 1.00 1.00 7.25 370.83 3696.14 1.90 424.001.00 35.44 0.99Length = 2.177 ft 1 0.138 0.084 1.60 0.963 1.00 1.00 1.00 9.99 511.01 3696.14 1.49 424.001.00 35.44 1.00Length = 1.905 ft 1 0.160 0.084 1.60 0.963 1.00 1.00 1.00 11.56 590.88 3696.14 1.02 424.001.00 35.44 1.00Length = 1.905 ft 1 0.171 0.084 1.60 0.963 1.00 1.00 1.00 12.34 630.82 3696.14 0.61 424.001.00 35.44 0.99Length = 2.177 ft 1 0.172 0.084 1.60 0.963 1.00 1.00 1.00 12.43 635.71 3696.14 0.26 424.001.00 35.44 1.00Length = 1.905 ft 1 0.170 0.084 1.60 0.963 1.00 1.00 1.00 12.27 627.56 3696.14 0.67 424.001.00 35.44 1.00Length = 1.905 ft 1 0.157 0.084 1.60 0.963 1.00 1.00 1.00 11.38 581.92 3696.14 1.08 424.001.00 35.44 0.99Length = 2.177 ft 1 0.134 0.084 1.60 0.963 1.00 1.00 1.00 9.71 496.34 3696.14 1.55 424.001.00 35.44 1.00Length = 1.905 ft 1 0.095 0.084 1.60 0.963 1.00 1.00 1.00 6.84 349.64 3696.14 1.96 424.001.00 35.44 1.00Length = 1.633 ft 1 0.048 0.084 1.60 0.963 1.00 1.00 1.00 3.49 178.49 3696.14 2.08 424.001.00 35.44 1.00+0.60D+0.60W+0.60H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.033 0.050 1.60 0.963 1.00 1.00 1.00 2.41 123.23 3696.14 1.25 424.001.00 21.26 1.00Length = 1.905 ft 1 0.060 0.050 1.60 0.963 1.00 1.00 1.00 4.35 222.50 3696.14 1.14 424.001.00 21.26 0.99Length = 2.177 ft 1 0.083 0.050 1.60 0.963 1.00 1.00 1.00 6.00 306.61 3696.14 0.90 424.001.00 21.26 1.00Length = 1.905 ft 1 0.096 0.050 1.60 0.963 1.00 1.00 1.00 6.93 354.53 3696.14 0.61 424.001.00 21.26 1.00Length = 1.905 ft 1 0.102 0.050 1.60 0.963 1.00 1.00 1.00 7.40 378.49 3696.14 0.37 424.001.00 21.26 0.99Length = 2.177 ft 1 0.103 0.050 1.60 0.963 1.00 1.00 1.00 7.46 381.42 3696.14 0.16 424.001.00 21.26 1.00Length = 1.905 ft 1 0.102 0.050 1.60 0.963 1.00 1.00 1.00 7.36 376.53 3696.14 0.40 424.001.00 21.26 1.00Length = 1.905 ft 1 0.094 0.050 1.60 0.963 1.00 1.00 1.00 6.83 349.15 3696.14 0.65 424.001.00 21.26 0.99Length = 2.177 ft 1 0.081 0.050 1.60 0.963 1.00 1.00 1.00 5.82 297.80 3696.14 0.93 424.001.00 21.26 1.00Length = 1.905 ft 1 0.057 0.050 1.60 0.963 1.00 1.00 1.00 4.10 209.78 3696.14 1.18 424.001.00 21.26 1.00Length = 1.633 ft 1 0.029 0.050 1.60 0.963 1.00 1.00 1.00 2.09 107.09 3696.14 1.25 424.001.00 21.26 1.00+D+0.70E+0.60H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.056 0.084 1.60 0.963 1.00 1.00 1.00 4.02 205.38 3696.14 2.08 424.001.00 35.44 1.00Length = 1.905 ft 1 0.100 0.084 1.60 0.963 1.00 1.00 1.00 7.25 370.83 3696.14 1.90 424.001.00 35.44 0.99Length = 2.177 ft 1 0.138 0.084 1.60 0.963 1.00 1.00 1.00 9.99 511.01 3696.14 1.49 424.001.00 35.44 1.00Length = 1.905 ft 1 0.160 0.084 1.60 0.963 1.00 1.00 1.00 11.56 590.88 3696.14 1.02 424.001.00 35.44 1.00Length = 1.905 ft 1 0.171 0.084 1.60 0.963 1.00 1.00 1.00 12.34 630.82 3696.14 0.61 424.001.00 35.44 0.99Length = 2.177 ft 1 0.172 0.084 1.60 0.963 1.00 1.00 1.00 12.43 635.71 3696.14 0.26 424.001.00 35.44 1.00Length = 1.905 ft 1 0.170 0.084 1.60 0.963 1.00 1.00 1.00 12.27 627.56 3696.14 0.67 424.001.00 35.44 1.00Length = 1.905 ft 1 0.157 0.084 1.60 0.963 1.00 1.00 1.00 11.38 581.92 3696.14 1.08 424.001.00 35.44 102 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam supporting joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 2.177 ft 1 0.134 0.084 1.60 0.963 1.00 1.00 1.00 9.71 496.34 3696.14 1.55 424.001.00 35.44 1.00Length = 1.905 ft 1 0.095 0.084 1.60 0.963 1.00 1.00 1.00 6.84 349.64 3696.14 1.96 424.001.00 35.44 1.00Length = 1.633 ft 1 0.048 0.084 1.60 0.963 1.00 1.00 1.00 3.49 178.49 3696.14 2.08 424.001.00 35.44 1.00+D+0.750L+0.750S+0.5250E+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.056 0.084 1.60 0.963 1.00 1.00 1.00 4.02 205.38 3696.14 2.08 424.001.00 35.44 1.00Length = 1.905 ft 1 0.100 0.084 1.60 0.963 1.00 1.00 1.00 7.25 370.83 3696.14 1.90 424.001.00 35.44 0.99Length = 2.177 ft 1 0.138 0.084 1.60 0.963 1.00 1.00 1.00 9.99 511.01 3696.14 1.49 424.001.00 35.44 1.00Length = 1.905 ft 1 0.160 0.084 1.60 0.963 1.00 1.00 1.00 11.56 590.88 3696.14 1.02 424.001.00 35.44 1.00Length = 1.905 ft 1 0.171 0.084 1.60 0.963 1.00 1.00 1.00 12.34 630.82 3696.14 0.61 424.001.00 35.44 0.99Length = 2.177 ft 1 0.172 0.084 1.60 0.963 1.00 1.00 1.00 12.43 635.71 3696.14 0.26 424.001.00 35.44 1.00Length = 1.905 ft 1 0.170 0.084 1.60 0.963 1.00 1.00 1.00 12.27 627.56 3696.14 0.67 424.001.00 35.44 1.00Length = 1.905 ft 1 0.157 0.084 1.60 0.963 1.00 1.00 1.00 11.38 581.92 3696.14 1.08 424.001.00 35.44 0.99Length = 2.177 ft 1 0.134 0.084 1.60 0.963 1.00 1.00 1.00 9.71 496.34 3696.14 1.55 424.001.00 35.44 1.00Length = 1.905 ft 1 0.095 0.084 1.60 0.963 1.00 1.00 1.00 6.84 349.64 3696.14 1.96 424.001.00 35.44 1.00Length = 1.633 ft 1 0.048 0.084 1.60 0.963 1.00 1.00 1.00 3.49 178.49 3696.14 2.08 424.001.00 35.44 1.00+0.60D+0.70E+H 0.963 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.905 ft 1 0.033 0.050 1.60 0.963 1.00 1.00 1.00 2.41 123.23 3696.14 1.25 424.001.00 21.26 1.00Length = 1.905 ft 1 0.060 0.050 1.60 0.963 1.00 1.00 1.00 4.35 222.50 3696.14 1.14 424.001.00 21.26 0.99Length = 2.177 ft 1 0.083 0.050 1.60 0.963 1.00 1.00 1.00 6.00 306.61 3696.14 0.90 424.001.00 21.26 1.00Length = 1.905 ft 1 0.096 0.050 1.60 0.963 1.00 1.00 1.00 6.93 354.53 3696.14 0.61 424.001.00 21.26 1.00Length = 1.905 ft 1 0.102 0.050 1.60 0.963 1.00 1.00 1.00 7.40 378.49 3696.14 0.37 424.001.00 21.26 0.99Length = 2.177 ft 1 0.103 0.050 1.60 0.963 1.00 1.00 1.00 7.46 381.42 3696.14 0.16 424.001.00 21.26 1.00Length = 1.905 ft 1 0.102 0.050 1.60 0.963 1.00 1.00 1.00 7.36 376.53 3696.14 0.40 424.001.00 21.26 1.00Length = 1.905 ft 1 0.094 0.050 1.60 0.963 1.00 1.00 1.00 6.83 349.15 3696.14 0.65 424.001.00 21.26 0.99Length = 2.177 ft 1 0.081 0.050 1.60 0.963 1.00 1.00 1.00 5.82 297.80 3696.14 0.93 424.001.00 21.26 1.00Length = 1.905 ft 1 0.057 0.050 1.60 0.963 1.00 1.00 1.00 4.10 209.78 3696.14 1.18 424.001.00 21.26 1.00Length = 1.633 ft 1 0.029 0.050 1.60 0.963 1.00 1.00 1.00 2.09 107.09 3696.14 1.25 424.001.00 21.26 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.5955 10.886 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.409 4.409 Overall MINimum 2.096 2.096 +D+H 2.313 2.313 +D+L+H 2.313 2.313 +D+Lr+H 4.409 4.409 +D+S+H 2.313 2.313 +D+0.750Lr+0.750L+H 3.885 3.885 +D+0.750L+0.750S+H 2.313 2.313 +D+0.60W+H 2.313 2.313 +D+0.750Lr+0.750L+0.450W+H 3.885 3.885 +D+0.750L+0.750S+0.450W+H 2.313 2.313 +0.60D+0.60W+0.60H 1.388 1.388 +D+0.70E+0.60H 2.313 2.313 +D+0.750L+0.750S+0.5250E+H 2.313 2.313 +0.60D+0.70E+H 1.388 1.388 D Only 2.313 2.313 Lr Only 2.096 2.096 H Only 103 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam parallel to joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 930.0 265.0 1,100.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 830.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (DL and LL from Roof) Uniform Load : D = 0.020 , Tributary Width = 1.0 ft, (Parapet Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.103: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.620 ft 10.24 psi= = 2,890.51 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 238.50 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.043 : 1 18.038 ft= = 298.45 psi Maximum Deflection 0 <360 1492 Ratio =0 <180 Max Downward Transient Deflection 0.042 in 5431Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.153 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 0.98Length = 19.0 ft 1 0.102 0.043 0.90 1.000 1.00 1.00 1.00 2.38 216.41 2111.48 0.45 238.501.00 10.24 0.98+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 19.0 ft 1 0.093 0.039 1.00 1.000 1.00 1.00 1.00 2.38 216.41 2337.46 0.45 265.001.00 10.24 0.97+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.96Length = 19.0 ft 1 0.103 0.043 1.25 1.000 1.00 1.00 1.00 3.28 298.45 2890.51 0.62 331.251.00 14.12 0.96+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 19.0 ft 1 0.081 0.034 1.15 1.000 1.00 1.00 1.00 2.38 216.41 2671.54 0.45 304.751.00 10.24 0.97+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.96Length = 19.0 ft 1 0.096 0.040 1.25 1.000 1.00 1.00 1.00 3.06 277.94 2890.51 0.58 331.251.00 13.15 0.96+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 19.0 ft 1 0.081 0.034 1.15 1.000 1.00 1.00 1.00 2.38 216.41 2671.54 0.45 304.751.00 10.24 104 Wood Beam RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Beam - glulam parallel to joists Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.97+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.060 0.024 1.60 1.000 1.00 1.00 1.00 2.38 216.41 3626.47 0.45 424.001.00 10.24 0.94+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.077 0.031 1.60 1.000 1.00 1.00 1.00 3.06 277.94 3626.47 0.58 424.001.00 13.15 0.94+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.060 0.024 1.60 1.000 1.00 1.00 1.00 2.38 216.41 3626.47 0.45 424.001.00 10.24 0.94+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.036 0.014 1.60 1.000 1.00 1.00 1.00 1.43 129.85 3626.47 0.27 424.001.00 6.14 0.94+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.060 0.024 1.60 1.000 1.00 1.00 1.00 2.38 216.41 3626.47 0.45 424.001.00 10.24 0.94+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.060 0.024 1.60 1.000 1.00 1.00 1.00 2.38 216.41 3626.47 0.45 424.001.00 10.24 0.94+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 19.0 ft 1 0.036 0.014 1.60 1.000 1.00 1.00 1.00 1.43 129.85 3626.47 0.27 424.001.00 6.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1527 9.620 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.691 0.691 Overall MINimum 0.190 0.190 +D+H 0.501 0.501 +D+L+H 0.501 0.501 +D+Lr+H 0.691 0.691 +D+S+H 0.501 0.501 +D+0.750Lr+0.750L+H 0.644 0.644 +D+0.750L+0.750S+H 0.501 0.501 +D+0.60W+H 0.501 0.501 +D+0.750Lr+0.750L+0.450W+H 0.644 0.644 +D+0.750L+0.750S+0.450W+H 0.501 0.501 +0.60D+0.60W+0.60H 0.301 0.301 +D+0.70E+0.60H 0.501 0.501 +D+0.750L+0.750S+0.5250E+H 0.501 0.501 +0.60D+0.70E+H 0.301 0.301 D Only 0.501 0.501 Lr Only 0.190 0.190 H Only 105 Wall Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure cont FTG Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 3.0 Soil Passive Resistance (for Sliding) 1.50 1.50 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=0.0 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.850 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 3.50 ft= Wall center offset from center of footing 0 in = = Wall Thickness 8.0 in Footing Thickness 20.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 8.00 Applied Loads 3.550 2.80 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = 106 Wall Footing RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure cont FTG Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:09AM Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X)0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure (-X)0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear (+X)0.0 psi 0.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a Detailed Results Rotation Axis &Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status 107 Masonry Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Pilaster Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Masonry Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Pilaster Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: .Code References Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis Settings psi E - Rebar =29,000.0 ksi Tie Bar Size Tie Bar Spacing =in Column Data =Column width along X-X =15.625 in 15.625 in Column depth along Y-Y Longitudinal Bar Size =5.0 M factor for Strength Design =0.90 # =Bars per side at +Y & -Y 2 =Bars per side at +X & -X 2 inCover from ties =3.50 inActual Edge to Bar Center 4.1875= 3#=psi 32,000.0= 60000= 1,500.0 Fs - Allowable = Fy - Yield Grade 60Rebar Grade 130.0 =900.0 Analysis Method pcf Overall Column Height =Top Pinned, Bottom PinnedEm = f'm * Construction Type =10.0 ft= 75.0 Solid Grouted Hollow Concrete Masonry = Column Density = End Fixity Condition psiF'm Fr - Rupture psi =Strength Design Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 10.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 2,204.05 lbs * Dead Load Factor AXIAL LOADS . . . Beam reaction loads: Axial Load at 10.0 ft, D = 2.80, LR = 2.30 k BENDING LOADS . . . Lat. Point Load at 10.0 ft creating Mx-x, E = 0.90 k .DESIGN SUMMARY Pu 0.9 * Pn Mu-x 0.9 * Mn-x : ( ACI 530-13, Sec 3.3.4.( ACI 530-13, Sec 3.3.4. ( ACI 530-13, Sec 5.3.1. Governing K * Lu / Dimension <= 30 ( ACI 530-13, Sec 5.3.1. PASS Maximum SERVICE Load Reactions . . Top along X-X 0.000 k Bottom along X-X 0.000 k Maximum SERVICE Load Deflections . . . 0.038 Load Combination : 1 Along x-x Location of max.above base 0.000 +1.20D+1.60Lr in at 0.000 ft above base for load combination :0.0 At maximum location values are . . . 0.000 ft Bending Check Results Maximum Bending Stress Ratio = k-ft Reinforcing Area Check Pa = 0.80 [ 0.80 f'm (An - Ast) + FyAst) * [1-(h/(140*r))^2]As : Actual Reinforcement 1.240 Compressive Strength 0.610 Min. Side Dim. >= 8" Min. Tie Dia. = 1/4", # 3 bar provided Max Tie Spacing = 10.00 in, Provided = 0.00 in PASS Dimensional Checks PASS Check Column Ties ( ACI 530-13, Sec 2.1.6. 9.766 253.942 kPASS Min: 0.0025 * An Max: 0.04 * An k k-ft 9.685 253.862 0.000 27.502 k .Load Combination Results Load Combination Maximum Moments Stress Ratio Location Actual AllowStatusActualAllow Maximum Bending Stress Ratios Maximum Axial Load .Note: Only non-zero reactions are listed. Load Combination Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base Maximum Reactions .Maximum Deflections for Load Combinations Max. Y-Y DeflectionLoad Combination Distance .. 108 Masonry Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Pilaster Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Masonry Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure Pilaster Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Cross Section Interaction Diagram 109 Cantilevered Retaining Wall RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure - Screen Wall Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-161.33 8.00 0.00 12.00 2,300.0 45.0 0.0 30.0 psf/ft 389.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel =ft pcf pcf=0.00 = 110.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil =0.400 Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance.for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load =0.0 plf 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf24.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability RatiosOverturning =2.41 OK Sliding =6.74 OK Total Bearing Load =1,869 lbs...resultant ecc.=7.92 in Soil Pressure @ Toe =1,138 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,300 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,366 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =4.3 psi OK Footing Shear @ Heel =3.2 psi OK Allowable =100.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force =287.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 747.60.0 1,188.6 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =3 Stem Construction Top Stem Stem OKDesign Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00in Rebar Size =#6 Rebar Spacing =16.00in Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.815 Total Force @ Section =216.8lbs Moment....Actual =1,036.0ft-l Moment.....Allowable =1,270.8ft-l Shear.....Actual =4.8psi Shear.....Allowable =38.7psi Lap splice if above =54.00in 6.00in Hook embed into footing 6.00=in Wall Weight =84.0 Lap splice if below = psf Rebar Depth 'd'=3.75in Masonry Dataf'm =1,500psi Fy or Fs =psi 24,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Masonry Design Method ASD= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 110 Cantilevered Retaining Wall RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure - Screen Wall Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: 1.42 2.09 20.00 12.00 0.00 =Min. As %0.0018 Footing Dimensions & Strengths f'c =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in =2.00 Footing Thickness =in 3.51= ft Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 1,366 1,444 545 900 4.27 100.62 Heel: 0 0 600 600 3.22 100.62 HeelToe psf ft-lb ft-lb ft-lb psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force Soil Over Heel ft-lb 202.1 207.9 lbs 201.8 -106.7Toe Active Pressure 1.00 2.80 ftft 582.0=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =192.0 7.00 1,343.4 = = 0.89 -94.8 0.71= = = Stem Weight(s) = 783.7 1.75 1,375.2 Earth @ Stem Transitions =Footing Weight = 877.3 1.75 1,539.4 Key Weight = 2.50 Added Lateral Load lbs =1,450.4 Vert. Component Total = 1,869.0 3,496.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =287.4 O.T.M. = Resisting/Overturning Ratio =2.41 Vertical Loads used for Soil Pressure =1,869.0 lbs 111 Cantilevered Retaining Wall RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure - Freestanding West Wall Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-161.33 10.00 0.00 12.00 2,300.0 45.0 0.0 30.0 psf/ft 389.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel =ft pcf pcf=0.00 = 110.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil =0.400 Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance.for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load =0.0 plf 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf24.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability RatiosOverturning =1.87 OK Sliding =5.97 OK Total Bearing Load =2,037 lbs...resultant ecc.=10.66 in Soil Pressure @ Toe =1,567 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,300 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,881 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =6.4 psi OK Footing Shear @ Heel =3.2 psi OK Allowable =100.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force =335.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 814.80.0 1,188.6 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =3 Stem Construction Top Stem Stem OKDesign Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00in Rebar Size =#6 Rebar Spacing =8.00in Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.995 Total Force @ Section =264.8lbs Moment....Actual =1,531.8ft-l Moment.....Allowable =1,538.9ft-l Shear.....Actual =5.9psi Shear.....Allowable =38.7psi Lap splice if above =54.00in 6.00in Hook embed into footing 6.00=in Wall Weight =84.0 Lap splice if below = psf Rebar Depth 'd'=3.75in Masonry Dataf'm =1,500psi Fy or Fs =psi 24,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Masonry Design Method ASD= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 112 Cantilevered Retaining Wall RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Trash Enclosure - Freestanding West Wall Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: 1.42 2.09 20.00 12.00 0.00 =Min. As %0.0018 Footing Dimensions & Strengths f'c =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in =2.00 Footing Thickness =in 3.51= ft Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 1,881 1,888 545 1,344 6.39 100.62 Heel: 0 0 600 600 3.22 100.62 HeelToe psf ft-lb ft-lb ft-lb psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force Soil Over Heel ft-lb 202.1 207.9 lbs 201.8 -106.7Toe Active Pressure 1.00 2.80 ftft 582.0=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =240.0 8.00 1,919.2 = = 0.89 -94.8 0.71= = = Stem Weight(s) = 951.7 1.75 1,670.0 Earth @ Stem Transitions =Footing Weight = 877.3 1.75 1,539.4 Key Weight = 2.50 Added Lateral Load lbs =2,026.2 Vert. Component Total = 2,037.0 3,791.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =335.4 O.T.M. = Resisting/Overturning Ratio =1.87 Vertical Loads used for Soil Pressure =2,037.0 lbs 113 Pole Footing Embedded in Soil RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Gate Post Foundation Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Rectangular 24.0 250.0 1,500.0 Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60W+HGoverning Load Combination : Lateral Load 2.132 Moment 4.324 k-ft Minimum Required Depth 3.0 ft k Restraint @ Ground Surface Pressure at Depth Actual 724.01 psf Allowable 750.0 psf Surface Retraint Force 5,194.95 lbs Controlling Values ft^2Footing Base Area 4.0 Maximum Soil Pressure 0.250 ksf k k k 1.0 k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.750 3.0 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.7680 3.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft ground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at Depth Allow - (psf)Actual - (psf) 542.60.750 2.250+D+H 2.50 1.000625.0 542.60.750 2.250+D+L+H 2.50 1.000625.0 542.60.750 2.250+D+Lr+H 2.50 1.000625.0 542.60.750 2.250+D+S+H 2.50 1.000625.0 542.60.750 2.250+D+0.750Lr+0.750L+H 2.50 1.000625.0 542.60.750 2.250+D+0.750L+0.750S+H 2.50 1.000625.0 724.02.132 4.324+D+0.60W+H 3.00 1.000750.0 693.81.787 3.805+D+0.750Lr+0.750L+0.450W+H 2.88 1.000718.8 693.81.787 3.805+D+0.750L+0.750S+0.450W+H 2.88 1.000718.8 114 Pole Footing Embedded in Soil RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Gate Post Foundation Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: 682.31.832 3.424+0.60D+0.60W+0.60H 2.75 1.000687.5 542.60.750 2.250+D+0.70E+0.60H 2.50 1.000625.0 542.60.750 2.250+D+0.750L+0.750S+0.5250E+H 2.50 1.000625.0 450.60.450 1.350+0.60D+0.70E+H 2.13 1.000531.3 115 Pole Footing Embedded in Soil RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:26'-0" Light Pole Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Circular 24.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60W+HGoverning Load Combination : Lateral Load 0.3153 Moment 4.150 k-ft Minimum Required Depth 4.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 362.920 psf Allowable 363.411 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.0 ksf k k k k k0.01230 0.0520 Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.05490 26.0 23.50 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft23.50 2.50ground surface ft2.50 Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000+D+H 0.13 1.0000.0 0.00.000 0.000+D+L+H 0.13 1.0000.0 0.00.000 0.000+D+Lr+H 0.13 1.0000.0 0.00.000 0.000+D+S+H 0.13 1.0000.0 0.00.000 0.000+D+0.750Lr+0.750L+H 0.13 1.0000.0 0.00.000 0.000+D+0.750L+0.750S+H 0.13 1.0000.0 362.90.315 4.150+D+0.60W+H 4.38 1.000363.4 362.90.315 4.150+D-0.60W+H 4.38 1.000363.4 327.30.236 3.113+D+0.750Lr+0.750L+0.450W+H 4.00 1.000327.6 116 Pole Footing Embedded in Soil RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:26'-0" Light Pole Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 21279 Framing Calculations.ec6 Project Title:INOB - Delano, CA Engineer: Project ID:21279 Printed: 15 SEP 2021, 9:10AM Project Descr: 327.30.236 3.113+D+0.750Lr+0.750L-0.450W+H 4.00 1.000327.6 327.30.236 3.113+D+0.750L+0.750S+0.450W+H 4.00 1.000327.6 327.30.236 3.113+D+0.750L+0.750S-0.450W+H 4.00 1.000327.6 362.90.315 4.150+0.60D+0.60W+0.60H 4.38 1.000363.4 362.90.315 4.150+0.60D-0.60W+0.60H 4.38 1.000363.4 0.00.000 0.000+1.10D+1.750E+0.60H 0.13 1.0000.0 0.00.000 0.000+1.10D-1.750E+0.60H 0.13 1.0000.0 0.00.000 0.000+1.075D+0.750L+0.750S+1.313E+H 0.13 1.0000.0 0.00.000 0.000+1.075D+0.750L+0.750S-1.313E+H 0.13 1.0000.0 0.00.000 0.000+0.5002D+1.750E+H 0.13 1.0000.0 0.00.000 0.000+0.5002D-1.750E+H 0.13 1.0000.0 117 Concrete Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Light Pole foundation (26' Tall) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Printed: 14 JUL 2022, 8:26PM Project Descr: .Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 ASTM A615 Bars Used 3.0 ksi fy - Main Rebar 60.0 ksi Density =145.0 pcf E - Main Rebar 29,000.0 = ksi E 0.850 ksi Min. Reinf.0.50 % =Max. Reinf.8.0 % 7.50 Allow. Reinforcing Limits 3,122.0E = Overall Column Height ft= General Information = = f'c : Concrete 28 day strength End Fixity Top Pinned, Bottom Fixed= = = Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 7.50 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 7.50 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .. 24.0in Diameter, Column Edge to Rebar Edge Cover = 3.0in Column Reinforcing : Column Dimensions : 6.0 - #6 bars Column Cross Section .Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 3,416.48 lbs * Dead Load Factor AXIAL LOADS . . . pole and fixture dead load: Axial Load at 7.50 ft above base, D = 0.40 k BENDING LOADS . . . moment reaction from wind load: Moment acting about X-X axisat 7.50 ft, W = 4.150 k-ft .DESIGN SUMMARY Maximum Stress Ratio = Location of max.above base 7.450 ft Pu =3.435 k * Pn =161.266 k Mu-x =-4.150 k-ft Load Combination +0.90D-W 0.0 k-ft General Section Information . . . : 10.021 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 * Mn-x = M 194.188 k-ft * Mn-y =Mu-y =0.0 k-ft Maximum SERVICE Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.830 k Bottom along X-X 0.830 k Maximum SERVICE Load Deflections . . . Along Y-Y 0.000294 in at 5.034 ft above baseM for load combination :W Only Along X-X 0.0 in at 0.0 ft Column Capacities . . . above base180.0 degMu Angle = for load combination :k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve MMu at Angle = 0.850 k-ft194.084Mn at Angle =4.150 0.5836 %Rebar % Ok 0.650 452.389 in^2 2.640 in^2 M Uk1,305.26 Pn, max : Usable Compressive Axial Capacity Pnmax : Nominal Max. Compressive Axial Capacity k : % Reinforcing E =T Pnmin : Nominal Min. Tension Axial Capacity 678.74 M k Pn, min : Usable Tension Axial Capacity k M Concrete Area M 0.80 Reinforcing Area == .Governing Load Combination Results Load Combination Dist. from G Axial Load k k-ftMomentGoverning Factored Bending Analysis Utilization GbaseftY-Y Pu * Pn x * Mux MuGAlpha (deg)x G yM MX-X Mn RatioGy * Muy +1.40D 5.347.45 678.74 0.0080.000 118 1 Concrete Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Light Pole foundation (26' Tall) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Printed: 14 JUL 2022, 8:26PM Project Descr: Governing Load Combination Results Load Combination Dist. from G Axial Load k k-ftMomentGoverning Factored Bending Analysis Utilization GbaseftY-Y Pu * Pn x * Mux MuGAlpha (deg)x G yM MX-X Mn RatioGy * Muy +1.20D 4.587.45 678.74 0.0070.000 +1.20D+0.50W 4.587.45 418.53 2.07 189.37 0.0110.000Actual 2.071.000 +1.20D-0.50W 4.587.45 418.53 -2.07 189.37 0.011180.000Actual 2.071.000 +1.20D+W 4.587.45 217.16 4.15 195.61 0.0210.000Actual 4.151.000 +1.20D-W 4.587.45 217.16 -4.15 195.61 0.021180.000Actual 4.151.000 +0.90D+W 3.437.45 161.27 4.15 194.08 0.0210.000Actual 4.151.000 +0.90D-W 3.437.45 161.27 -4.15 194.08 0.021180.000Actual 4.151.000 +0.90D 3.437.45 678.74 0.0050.000 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.816 +D+0.60W 0.498 3.8160.498 1.245 +D-0.60W 0.498 3.8160.498 1.245 +D+0.450W 0.373 3.8160.373 0.934 +D-0.450W 0.373 3.8160.373 0.934 +0.60D+0.60W 0.498 2.2900.498 1.245 +0.60D-0.60W 0.498 2.2900.498 1.245 +0.60D 2.290 W Only 0.8300.830 2.075 -W 0.8300.830 2.075 Note: Only non-zero reactions are listed. Load Combination Moment About X-X Axis Moment About Y-Y Axis @ Base @ Top@ Base @ Top Maximum Moment Reactions D Only k-ft k-ft +D+0.60W k-ft k-ft1.245 +D-0.60W k-ft k-ft1.245 +D+0.450W k-ft k-ft0.934 +D-0.450W k-ft k-ft0.934 +0.60D+0.60W k-ft k-ft1.245 +0.60D-0.60W k-ft k-ft1.245 +0.60D k-ft k-ft W Only k-ft k-ft2.075 -W k-ft k-ft2.075 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.000 5.034 ftftinin0.000 +D-0.60W 0.0000 -0.000 5.034 ftftinin0.000 +D+0.450W 0.0000 0.000 5.034 ftftinin0.000 +D-0.450W 0.0000 -0.000 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.000 5.034 ftftinin0.000 +0.60D-0.60W 0.0000 -0.000 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.000 5.034 ftftinin0.000 -W 0.0000 -0.000 5.034 ftftinin0.000 . 119 1 Concrete Column RONALD A. ROBERTS ASSOCIATESLic. # : KW-06006725 DESCRIPTION:Light Pole foundation (26' Tall) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Printed: 14 JUL 2022, 8:26PM Project Descr: Sketches 119a 1 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.90 0.77 0.00 12.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=250.000 (Strength) Total Strength-Level Seismic Load. . . . .= 807.917Total Service-Level Seismic Load. . . . .= 1,154.167 lbs lbspsf Method : Inverted Triangular 120 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =2.60 Global Stability =2.56 OK Sliding =1.51 OK Total Bearing Load =7,707 lbs ...resultant ecc.=15.89 in Eccentricity outside middle third Soil Pressure @ Toe =2,506 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =3,508 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =6.7 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =2,513.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,876.8 1,925.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.859 0.943 Total Force @ Section =1,073.3 2,378.3lbs Moment....Actual =2,729.0 9,563.3ft-# Moment.....Allowable =3,292.7 10,546.2ft-# =11.7 12.7psi Shear.....Allowable =51.0 51.3psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 121 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 6.42 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 26.00 5.75 ft Footing Thickness =in 6.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =# 6 @ 18.00 in = = = = = 3,508 191 52 139 6.74 100.62 Heel: 0 8,577 15,625 7,047 1.86 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 122 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =2.50 =200.0 2.50 -500.1* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =807.9 = = 36.6 0.17 6.1= = =Seismic Earth Load = 6.16 4,973.2 Stem Weight(s) = 1,091.9 0.88 960.9 Earth @ Stem Transitions = 286.0 1.33 381.2 Footing Weight = 1,350.0 3.38 4,556.3 Key Weight = 325.0 6.25 2,031.3 Added Lateral Load lbs =10,221.1 Vert. Component Total = 7,507.3 26,526.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =2,513.0 O.T.M. = Resisting/Overturning Ratio =2.60 Vertical Loads used for Soil Pressure =7,707.3 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 4,417.7 4.21 4.21 18,590.4 18,590.4 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,705.1 3.08 5,247.9 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.089 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 123 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.90 0.77 0.00 12.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 124 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =5.05 Global Stability =2.56 OK Sliding =2.23 OK Total Bearing Load =7,507 lbs ...resultant ecc.=6.49 in Eccentricity within middle third Soil Pressure @ Toe =1,647 psf OK Soil Pressure @ Heel =578 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,305 psf ACI Factored @ Heel =809 psf Footing Shear @ Toe =4.2 psi OK Footing Shear @ Heel =9.5 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,705.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,876.8 1,925.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.120 0.311 Total Force @ Section =304.2 1,248.2lbs Moment....Actual =395.5 3,286.9ft-# Moment.....Allowable =3,292.7 10,546.2ft-# =3.3 6.7psi Shear.....Allowable =50.1 50.9psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 125 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 6.42 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 26.00 5.75 ft Footing Thickness =in 6.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =# 6 @ 18.00 in = = = = = 2,305 126 52 75 4.20 100.62 Heel: 809 15,306 15,625 319 9.52 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 126 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section A-A' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 36.6 0.17 6.1= = = Stem Weight(s) = 1,091.9 0.88 960.9 Earth @ Stem Transitions = 286.0 1.33 381.2 Footing Weight = 1,350.0 3.38 4,556.3 Key Weight = 325.0 6.25 2,031.3 Added Lateral Load lbs =5,247.9 Vert. Component Total = 7,507.3 26,526.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,705.1 O.T.M. = Resisting/Overturning Ratio =5.05 Vertical Loads used for Soil Pressure =7,507.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 4,417.7 4.21 4.21 18,590.4 18,590.4 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,705.1 3.08 5,247.9 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.059 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 127 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.66 0.00 42.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =5.50 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =2,500.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Surcharge Over Toe psf Footing Width =3.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==-3.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Live Load (L)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=252.000 (Strength) Total Strength-Level Seismic Load. . . . .= 823.200Total Service-Level Seismic Load. . . . .= 1,176.000 lbs lbspsf Method : Inverted Triangular 128 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =3.03 Global Stability =3.83 OK Sliding =2.69 OK Total Bearing Load =9,042 lbs ...resultant ecc.=12.50 in Eccentricity within middle third Soil Pressure @ Toe =2,580 psf OK Soil Pressure @ Heel =99 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =3,612 psf ACI Factored @ Heel =139 psf Footing Shear @ Toe =6.0 psi OK Footing Shear @ Heel =11.5 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =2,602.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,210.6 4,800.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.897 0.996 Total Force @ Section =1,112.6 2,462.1lbs Moment....Actual =2,855.8 10,114.8ft-# Moment.....Allowable =3,292.7 10,546.2ft-# =12.2 13.1psi Shear.....Allowable =51.0 51.3psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 129 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 6.42 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 26.00 5.75 ft Footing Thickness =in 6.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.93 in, #5@ 15.4 in, #6@ 18 in, #7@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =# 6 @ 12.00 in = = = = = 3,612 197 97 100 6.02 100.62 Heel: 139 13,063 15,786 2,723 11.51 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 130 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =1,180.7 4.62 5,460.5Adjacent Footing Load Axial Dead Load on Stem =2.50 =200.0 2.50 -500.1* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 36.8 823.2 = = 128.2 0.17 21.3= = =Seismic Earth Load = 6.22 5,122.1 Stem Weight(s) = 1,091.4 0.88 960.6 Earth @ Stem Transitions = 2.84 104.4 293.3 1.33 391.0 Footing Weight = 1,350.0 3.38 4,556.3 Key Weight = 325.0 6.25 2,031.3 Added Lateral Load lbs =10,646.8 Vert. Component Total = 8,842.3 32,246.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =2,602.2 O.T.M. = Resisting/Overturning Ratio =3.03 Vertical Loads used for Soil Pressure =9,042.3 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 4,473.6 4.21 4.21 18,825.8 18,825.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,742.2 3.11 5,420.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.092 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 131 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.66 0.00 42.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =5.50 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =2,500.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Surcharge Over Toe psf Footing Width =3.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==-5.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 132 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =5.99 Global Stability =3.83 OK Sliding =3.96 OK Total Bearing Load =8,822 lbs ...resultant ecc.=3.40 in Eccentricity within middle third Soil Pressure @ Toe =1,636 psf OK Soil Pressure @ Heel =978 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,291 psf ACI Factored @ Heel =1,369 psf Footing Shear @ Toe =3.2 psi OK Footing Shear @ Heel =20.0 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,767.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,205.6 4,800.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.129 0.330 Total Force @ Section =320.0 1,294.8lbs Moment....Actual =426.7 3,488.7ft-# Moment.....Allowable =3,292.7 10,546.2ft-# =3.5 6.9psi Shear.....Allowable =50.1 50.9psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 133 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 6.42 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 26.00 5.75 ft Footing Thickness =in 6.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.93 in, #5@ 15.4 in, #6@ 18 in, #7@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =# 6 @ 12.00 in = = = = = 2,291 126 97 29 3.22 100.62 Heel: 1,369 20,678 15,786 -4,892 19.96 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OK 134 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section B-B' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =1,160.9 5.12 5,949.4Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 25.7 = = 128.2 0.17 21.3= = = Stem Weight(s) = 1,091.4 0.88 960.6 Earth @ Stem Transitions = 1.59 40.9 293.3 1.33 391.0 Footing Weight = 1,350.0 3.38 4,556.3 Key Weight = 325.0 6.25 2,031.3 Added Lateral Load lbs =5,461.1 Vert. Component Total = 8,822.5 32,735.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,767.9 O.T.M. = Resisting/Overturning Ratio =5.99 Vertical Loads used for Soil Pressure =8,822.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 4,473.6 4.21 4.21 18,825.8 18,825.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,742.2 3.11 5,420.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.058 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 135 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.50 3.50 0.00 24.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=122.000 (Strength) Total Strength-Level Seismic Load. . . . .= 249.083Total Service-Level Seismic Load. . . . .= 355.833 lbs lbspsf Method : Inverted Triangular 136 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =2.48 Global Stability =4.42 OK Sliding =1.86 OK Total Bearing Load =3,086 lbs ...resultant ecc.=13.04 in Eccentricity outside middle third Soil Pressure @ Toe =2,254 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =3,155 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =5.4 psi OK Footing Shear @ Heel =2.1 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =929.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 721.6 1,011.1 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.888 Total Force @ Section =742.2lbs Moment....Actual =2,225.1ft-# Moment.....Allowable =2,933.1 =15.6psi Shear.....Allowable =52.3psi Wall Weight =66.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =No Modular Ratio 'n'=16.96 Equiv. Solid Thick.=5.48in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54in2 137 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 3.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 3,155 168 47 121 5.35 100.62 Heel: 0 1,010 3,476 2,465 2.12 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.38 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 138 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =2.83 =200.0 2.83 -566.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =249.1 = = 73.3 0.17 12.2= = =Seismic Earth Load = 3.89 968.7 Stem Weight(s) = 528.0 0.67 351.8 Earth @ Stem Transitions =Footing Weight = 800.0 2.00 1,600.0 Key Weight = Added Lateral Load lbs =2,292.0 Vert. Component Total = 2,886.4 5,676.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =929.6 O.T.M. = Resisting/Overturning Ratio =2.48 Vertical Loads used for Soil Pressure =3,086.4 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,485.2 2.50 2.50 3,712.7 3,712.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 680.6 1.94 1,323.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.125 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 139 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.50 3.50 0.00 24.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 140 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =4.29 Global Stability =4.42 OK Sliding =2.55 OK Total Bearing Load =2,886 lbs ...resultant ecc.=5.90 in Eccentricity within middle third Soil Pressure @ Toe =1,254 psf OK Soil Pressure @ Heel =189 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,755 psf ACI Factored @ Heel =265 psf Footing Shear @ Toe =2.5 psi OK Footing Shear @ Heel =2.4 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =680.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 721.6 1,011.1 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.207 Total Force @ Section =405.0lbs Moment....Actual =607.5ft-# Moment.....Allowable =2,933.1 =8.5psi Shear.....Allowable =51.0psi Wall Weight =66.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =No Modular Ratio 'n'=16.96 Equiv. Solid Thick.=5.48in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54in2 141 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 3.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,755 95 47 48 2.53 100.62 Heel: 265 2,870 3,476 606 2.39 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.38 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 142 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 73.3 0.17 12.2= = = Stem Weight(s) = 528.0 0.67 351.8 Earth @ Stem Transitions =Footing Weight = 800.0 2.00 1,600.0 Key Weight = Added Lateral Load lbs =1,323.3 Vert. Component Total = 2,886.4 5,676.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =680.6 O.T.M. = Resisting/Overturning Ratio =4.29 Vertical Loads used for Soil Pressure =2,886.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,485.2 2.50 2.50 3,712.7 3,712.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 680.6 1.94 1,323.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.070 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 143 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (wind) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.50 3.50 0.00 24.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf24.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Live Load (L)= 144 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (wind) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =3.33 Global Stability =4.42 OK Sliding =2.37 OK Total Bearing Load =3,086 lbs ...resultant ecc.=10.76 in Eccentricity outside middle third Soil Pressure @ Toe =1,865 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,612 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =4.2 psi OK Footing Shear @ Heel =2.5 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =731.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 721.6 1,011.1 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.683 Total Force @ Section =455.4lbs Moment....Actual =1,622.5ft-# Moment.....Allowable =2,933.1 =9.6psi Shear.....Allowable =52.7psi Wall Weight =66.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =No Modular Ratio 'n'=16.96 Equiv. Solid Thick.=5.48in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54in2 145 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (wind) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 3.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 2,612 140 56 84 4.19 100.62 Heel: 0 1,620 4,171 2,551 2.45 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.38 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 146 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section C-C' (wind) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =2.83 =200.0 2.83 -566.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 50.4 7.58 382.2 = = 73.3 0.17 12.2= = = Stem Weight(s) = 528.0 0.67 351.8 Earth @ Stem Transitions =Footing Weight = 800.0 2.00 1,600.0 Key Weight = Added Lateral Load lbs =1,705.5 Vert. Component Total = 2,886.4 5,676.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =731.0 O.T.M. = Resisting/Overturning Ratio =3.33 Vertical Loads used for Soil Pressure =3,086.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,485.2 2.50 2.50 3,712.7 3,712.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 680.6 1.94 1,323.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.104 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 147 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.35 0.98 0.00 48.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=173.000 (Strength) Total Strength-Level Seismic Load. . . . .= 465.226Total Service-Level Seismic Load. . . . .= 664.608 lbs lbspsf Method : Inverted Triangular 148 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =1.44 Global Stability =2.77 Ratio < 1.5! Sliding =2.15 OK Total Bearing Load =3,356 lbs ...resultant ecc.=19.49 in Eccentricity outside middle third Soil Pressure @ Toe =2,980 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =4,172 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =10.7 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,645.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 788.9 2,744.4 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Center Design Data fb/FB + fa/Fa =0.830 0.816 Total Force @ Section =918.0 1,451.0lbs Moment....Actual =2,576.7 4,934.0ft-# Moment.....Allowable =3,292.7 6,208.2ft-# =19.3 7.7psi Shear.....Allowable =51.6 50.6psi Wall Weight =66.0 175.0psf Rebar Depth 'd'=5.00in 7.81 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =No Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=5.48 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54 187.50in2 149 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 3.42 1.33 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 4,172 12,525 4,465 8,060 10.73 100.62 Heel: 0 0 0 0 0.00 0.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.64 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 24,428= OKOK Flush heel condition. No reinforcing required. OK - Flush 150 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =0.58 =200.0 0.58 116.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =465.2 = = 1,503.5 1.71 2,568.7= = =Seismic Earth Load = 5.12 2,383.0 Stem Weight(s) = 702.0 4.25 2,984.0 Earth @ Stem Transitions =Footing Weight = 950.1 2.38 2,256.6 Key Weight = Added Lateral Load lbs =5,406.8 Vert. Component Total = 3,155.5 7,809.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,645.9 O.T.M. = Resisting/Overturning Ratio =1.44 Vertical Loads used for Soil Pressure =3,355.5 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,180.7 2.56 3,023.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.128 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 151 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.35 0.98 0.00 48.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 152 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =2.58 Global Stability =2.77 OK Sliding =2.99 OK Total Bearing Load =3,156 lbs ...resultant ecc.=10.30 in Eccentricity outside middle third Soil Pressure @ Toe =1,387 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,942 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =7.0 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,180.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 788.9 2,744.4 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 16.00 Rebar Placed at =Edge Center Design Data fb/FB + fa/Fa =0.166 0.274 Total Force @ Section =378.5 806.5lbs Moment....Actual =548.8 1,707.0ft-# Moment.....Allowable =3,292.7 6,208.2ft-# =8.0 4.3psi Shear.....Allowable =50.4 50.2psi Wall Weight =66.0 175.0psf Rebar Depth 'd'=5.00in 7.81 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =No Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=5.48 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54 187.50in2 153 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 3.42 1.33 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 1,942 8,499 4,465 4,034 7.03 100.62 Heel: 0 0 0 0 0.00 0.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.64 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 24,428= OKOK Flush heel condition. No reinforcing required. OK - Flush 154 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section D-D' (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 1,503.5 1.71 2,568.7= = = Stem Weight(s) = 702.0 4.25 2,984.0 Earth @ Stem Transitions =Footing Weight = 950.1 2.38 2,256.6 Key Weight = Added Lateral Load lbs =3,023.8 Vert. Component Total = 3,155.5 7,809.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,180.7 O.T.M. = Resisting/Overturning Ratio =2.58 Vertical Loads used for Soil Pressure =3,155.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,180.7 2.56 3,023.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.059 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 155 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 1.00 0.00 12.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=189.000 (Strength) Total Strength-Level Seismic Load. . . . .= 551.250Total Service-Level Seismic Load. . . . .= 787.500 lbs lbspsf Method : Inverted Triangular 156 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =1.70 Global Stability =1.62 OK Slab Resists All Sliding ! Total Bearing Load =3,256 lbs ...resultant ecc.=16.80 in Eccentricity outside middle third Soil Pressure @ Toe =1,356 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,899 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =19.0 psi OK Footing Shear @ Heel =1.0 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,940.1 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 24.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.861 0.914 Total Force @ Section =981.5 1,747.3lbs Moment....Actual =2,709.1 6,320.6ft-# Moment.....Allowable =3,292.7 7,128.1ft-# =10.7 9.3psi Shear.....Allowable =51.1 50.9psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 157 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 4.50 1.50 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,899 13,219 3,604 9,615 18.99 100.62 Heel: 0 0 67 67 1.00 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 158 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =1.67 =200.0 1.67 333.3* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =551.3 = = 495.0 2.25 1,113.8= = =Seismic Earth Load = 5.56 3,062.5 Stem Weight(s) = 914.7 5.00 4,576.6 Earth @ Stem Transitions = 317.8 5.50 1,747.6 Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =6,920.5 Vert. Component Total = 3,055.8 11,797.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,940.1 O.T.M. = Resisting/Overturning Ratio =1.70 Vertical Loads used for Soil Pressure =3,255.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 128.3 5.92 5.92 759.3 759.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,388.9 2.78 3,858.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 159 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 1.00 0.00 12.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 160 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =3.06 Global Stability =1.62 OK Slab Resists All Sliding ! Total Bearing Load =3,056 lbs ...resultant ecc.=4.82 in Eccentricity within middle third Soil Pressure @ Toe =714 psf OK Soil Pressure @ Heel =305 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,000 psf ACI Factored @ Heel =426 psf Footing Shear @ Toe =12.3 psi OK Footing Shear @ Heel =0.6 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,388.9 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 24.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.164 0.320 Total Force @ Section =375.5 980.0lbs Moment....Actual =542.3 2,286.7ft-# Moment.....Allowable =3,292.7 7,128.1ft-# =4.1 5.2psi Shear.....Allowable =50.3 50.5psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 161 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 4.50 1.50 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,000 8,670 3,604 5,066 12.26 100.62 Heel: 426 6 67 61 0.55 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 162 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 495.0 2.25 1,113.8= = = Stem Weight(s) = 914.7 5.00 4,576.6 Earth @ Stem Transitions = 317.8 5.50 1,747.6 Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =3,858.0 Vert. Component Total = 3,055.8 11,797.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,388.9 O.T.M. = Resisting/Overturning Ratio =3.06 Vertical Loads used for Soil Pressure =3,055.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 128.3 5.92 5.92 759.3 759.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,388.9 2.78 3,858.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.026 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 163 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 1.50 2.50 0.00 12.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Live Load (L)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=41.000 (Strength) Total Strength-Level Seismic Load. . . . .= 40.658Total Service-Level Seismic Load. . . . .= 58.083 lbs lbspsf Method : Inverted Triangular 164 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =29.41 Global Stability =15.76 OK Slab Resists All Sliding ! Total Bearing Load =2,598 lbs ...resultant ecc.=8.64 in Eccentricity within middle third Soil Pressure @ Toe =745 psf OK Soil Pressure @ Heel =121 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,043 psf ACI Factored @ Heel =170 psf Footing Shear @ Toe =1.3 psi OK Footing Shear @ Heel =2.9 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =201.2 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =24.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.310 Total Force @ Section =90.2lbs Moment....Actual =760.5ft-# Moment.....Allowable =2,644.0 =1.0psi Shear.....Allowable =51.0psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.96 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 139.50in2 165 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 5.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,043 57 41 16 1.34 100.62 Heel: 170 5,153 5,841 688 2.94 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 166 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =2.83 =200.0 2.83 -566.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =40.7 = = 36.6 0.17 6.1= = =Seismic Earth Load = 1.89 76.8 Stem Weight(s) = 336.0 0.67 223.9 Earth @ Stem Transitions =Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =228.4 Vert. Component Total = 2,397.7 6,717.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =201.2 O.T.M. = Resisting/Overturning Ratio =29.41 Vertical Loads used for Soil Pressure =2,597.7 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 825.1 3.50 3.50 2,887.6 2,887.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 160.6 0.94 151.6 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.014 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 167 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 1.50 2.50 0.00 12.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 168 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =46.87 Global Stability =15.76 OK Slab Resists All Sliding ! Total Bearing Load =2,398 lbs ...resultant ecc.=3.14 in Eccentricity within middle third Soil Pressure @ Toe =504 psf OK Soil Pressure @ Heel =295 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =706 psf ACI Factored @ Heel =413 psf Footing Shear @ Toe =0.6 psi OK Footing Shear @ Heel =2.4 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =160.6 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =24.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.008 Total Force @ Section =45.0lbs Moment....Actual =22.5ft-# Moment.....Allowable =2,644.0 =0.5psi Shear.....Allowable =50.1psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.96 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 139.50in2 169 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 5.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 706 39 41 -2 0.63 100.62 Heel: 413 6,181 6,361 180 2.35 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 170 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' low ramp right (dead load only) Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 36.6 0.17 6.1= = = Stem Weight(s) = 336.0 0.67 223.9 Earth @ Stem Transitions =Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =151.6 Vert. Component 65.0 6.00 390.3 Total = 2,462.7 7,107.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =160.6 O.T.M. = Resisting/Overturning Ratio =46.87 Vertical Loads used for Soil Pressure =2,397.7 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 825.1 3.50 3.50 2,887.6 2,887.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 160.6 0.94 151.6 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.009 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 171 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.67 1.00 0.00 62.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=153.000 (Strength) Total Strength-Level Seismic Load. . . . .= 374.868Total Service-Level Seismic Load. . . . .= 535.526 lbs lbspsf Method : Inverted Triangular 172 4 THIS IS AT THE NORTH END OF THE WESTERLY WALL (AT THE LOCATION OF THE HIGHEST RAMP ELEVATION) @ STA 15+89.43: TOF=05.00 RAMP=10.17 TG=10.67 TW=11.67 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =3.77 Global Stability =4.05 OK Slab Resists All Sliding ! Total Bearing Load =5,084 lbs ...resultant ecc.=8.83 in Eccentricity within middle third Soil Pressure @ Toe =1,471 psf OK Soil Pressure @ Heel =224 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,059 psf ACI Factored @ Heel =313 psf Footing Shear @ Toe =8.9 psi OK Footing Shear @ Heel =0.5 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,355.0 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 24.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.470 0.542 Total Force @ Section =540.6 1,158.4lbs Moment....Actual =1,470.1 3,707.1ft-# Moment.....Allowable =3,292.7 7,128.1ft-# =5.9 6.2psi Shear.....Allowable =50.8 50.8psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 173 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 4.50 1.50 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 2,059 16,430 8,932 7,498 8.86 100.62 Heel: 313 5 57 53 0.50 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 174 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =1.67 =200.0 1.67 333.3* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =374.9 = = 2,557.5 2.25 5,754.4= = =Seismic Earth Load = 4.67 1,749.5 Stem Weight(s) = 802.7 5.03 4,035.4 Earth @ Stem Transitions = 220.0 5.50 1,210.0 Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =4,036.5 Vert. Component Total = 4,884.1 15,214.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,355.0 O.T.M. = Resisting/Overturning Ratio =3.77 Vertical Loads used for Soil Pressure =5,084.1 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 103.9 5.92 5.92 614.7 614.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 980.1 2.33 2,287.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 175 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.67 1.00 0.00 62.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 176 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =6.65 Global Stability =4.05 OK Sliding =6.20 OK Total Bearing Load =4,884 lbs ...resultant ecc.=4.24 in Eccentricity within middle third Soil Pressure @ Toe =1,101 psf OK Soil Pressure @ Heel =527 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,542 psf ACI Factored @ Heel =737 psf Footing Shear @ Toe =3.9 psi OK Footing Shear @ Heel =0.1 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =980.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,953.6 4,125.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##6 6 Rebar Spacing =16.00 24.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.054 0.170 Total Force @ Section =180.0 642.3lbs Moment....Actual =180.0 1,213.3ft-# Moment.....Allowable =3,292.7 7,128.1ft-# =2.0 3.4psi Shear.....Allowable =50.0 50.4psi Wall Weight =84.0 175.0psf Rebar Depth 'd'=5.00in 13.00 Masonry Data f'm =1,900 1,900psiFs=psi 32,000 32,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.96 16.96 Equiv. Solid Thick.=7.63 15.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 187.50in2 177 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 4.50 1.50 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,542 13,576 8,932 4,644 3.93 100.62 Heel: 737 10 57 47 0.08 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 178 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp left (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 2,557.5 2.25 5,754.4= = = Stem Weight(s) = 802.7 5.03 4,035.4 Earth @ Stem Transitions = 220.0 5.50 1,210.0 Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =2,287.0 Vert. Component Total = 4,884.1 15,214.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =980.1 O.T.M. = Resisting/Overturning Ratio =6.65 Vertical Loads used for Soil Pressure =4,884.1 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 103.9 5.92 5.92 614.7 614.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 980.1 2.33 2,287.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.034 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 179 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.17 0.83 0.00 12.00 3,000.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 200.0 42.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=140.000 (Strength) Total Strength-Level Seismic Load. . . . .= 318.467Total Service-Level Seismic Load. . . . .= 454.953 lbs lbspsf Method : Inverted Triangular 180 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =4.33 Global Stability =3.47 OK Slab Resists All Sliding ! Total Bearing Load =4,782 lbs ...resultant ecc.=10.63 in Eccentricity within middle third Soil Pressure @ Toe =1,503 psf OK Soil Pressure @ Heel =91 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,104 psf ACI Factored @ Heel =127 psf Footing Shear @ Toe =3.7 psi OK Footing Shear @ Heel =5.6 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =1,163.3 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.957 Total Force @ Section =969.6lbs Moment....Actual =2,992.3ft-# Moment.....Allowable =3,292.7 =10.6psi Shear.....Allowable =51.3psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.96 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 139.50in2 181 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 5.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 2,104 115 34 80 3.72 100.62 Heel: 127 8,458 10,245 1,787 5.64 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OKOK 182 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (seismic).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =2.83 =200.0 2.83 -566.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =318.5 = = 36.6 0.17 6.1= = =Seismic Earth Load = 4.33 1,379.9 Stem Weight(s) = 503.9 0.67 335.8 Earth @ Stem Transitions =Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =3,210.2 Vert. Component Total = 4,582.0 13,886.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =1,163.3 O.T.M. = Resisting/Overturning Ratio =4.33 Vertical Loads used for Soil Pressure =4,782.0 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2,841.5 3.50 3.50 9,944.7 9,944.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 844.8 2.17 1,830.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.042 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 183 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.17 0.83 0.00 12.00 1,750.0 40.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.250 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Dead Load (D)= 184 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Design Summary Wall Stability Ratios Overturning =7.59 Global Stability =3.47 OK Slab Resists All Sliding ! Total Bearing Load =4,582 lbs ...resultant ecc.=4.43 in Eccentricity within middle third Soil Pressure @ Toe =1,045 psf OK Soil Pressure @ Heel =482 psf OK Allowable =1,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,463 psf ACI Factored @ Heel =675 psf Footing Shear @ Toe =2.4 psi OK Footing Shear @ Heel =7.3 psi OK Allowable =100.6 psi Sliding Calcs Lateral Sliding Force =844.8 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.279 Total Force @ Section =533.8lbs Moment....Actual =919.1ft-# Moment.....Allowable =3,292.7 =5.8psi Shear.....Allowable =50.4psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =1,900psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.96 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 139.50in2 185 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: 0.33 5.67 16.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =4,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34.72 in, #10@ 44.09 in =None Spec'd = = = = = 1,463 80 34 46 2.37 100.62 Heel: 675 11,176 10,245 -931 7.26 100.62 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.35 #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion. phiMn 26,40824,428=ft-# OK 186 4 Cantilevered Retaining Wall LIC# : KW-06017501, Build:20.22.7.25 RONALD A. ROBERTS ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:Section J-J' high ramp right (dead load only).. Project File: 22122 Framing Calculations.ec6 Project Title:INOB - San Juan Capistrano, CA Engineer: Project ID:22122 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 36.6 0.17 6.1= = = Stem Weight(s) = 503.9 0.67 335.8 Earth @ Stem Transitions =Footing Weight = 1,200.0 3.00 3,600.0 Key Weight = Added Lateral Load lbs =1,830.3 Vert. Component Total = 4,582.0 13,886.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. =844.8 O.T.M. = Resisting/Overturning Ratio =7.59 Vertical Loads used for Soil Pressure =4,582.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2,841.5 3.50 3.50 9,944.7 9,944.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 844.8 2.17 1,830.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.029 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 187 4 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/< In-N-Out Burger B22-0715 In-N-Out Burger 31791 Del Obispo Street, San Juan Capistrano 626 813-8226 caruiz@innout.com Deferred Truss Submittal Cassie Ruiz Digitally signed by Cassie Ruiz DN: C=US, E=caruiz@innout.com, O="In-N-Out Burgers, Inc.", CN=Cassie Ruiz Date: 2023.05.18 08:27:28-07'00'5/17/23 ✔ 1CSG 05/17/23 05/26/23 X X X X X 2 CSG 07/12/23 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 7/12/2023 32400 Paseo Adelanto CSG #: 437361 San Juan Capistrano, CA 92675 Agency Plan Check #: B22-0715 Attn: Building Department Job Address: 31791 Del Obispo Street Status: Hours: X Plan is approved. 1st plan check 1 Plan is approved with conditions. See remarks. 2nd plan check 1 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: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter X Truss Calculations 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 the trusses From: Jensen Ku S.E. CSG Consultants CSG 07/12/23B22-0715 REV 1 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/< In-N-Out Burgers B22-0715 Cassie Ruiz 31791 Del Obispo Street 626 813-8226 caruiz@innout.com A8.0 Revision of roof tile specification on elevation sheet A8.0 to be a more authentic richer color, clay tile in lieu of a painted concrete tile with an orange hue A9.0 Same revision - revision of roof tile specification on elevation sheet A9.0 Cassie Ruiz Digitally signed by Cassie Ruiz DN: C=US, E=caruiz@innout.com, O="In-N-Out Burgers, Inc.", CN=Cassie Ruiz Date: 2023.08.01 19:54:30-07'00' ✔ 3 CSG / PAUL G.08/02/23 08/10/23 XX XXX 08/02/23 CSG 08/08/23 1 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: 8/8/2023 32400 Paseo Adelanto CSG #: 4311014 San Juan Capistrano, CA 92675 Agency Plan Check #: B22-0715REV3 Attn: Building Department Job Address: 31791 Del Obispo Street Status: Hours: 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: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter Truss Calculations 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. CSG Consultants 0.5 0.5 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/< In-N-Out Burgers B22-0715 Cassie Ruiz 31791 Del Obispo Street 626 813-8226 caruiz@innout.com LI1 - LID3 Revise all irrigation pipe and pipe components to accommodate future recycled water plans PER UPDATED SANTA MARGARITA WATER DISTRICT REQUIREMENTS. (ALL PIPE AND PIPE COMPONENTS TO BE PURPLE) Cassie Ruiz Digitally signed by Cassie Ruiz DN: C=US, E=caruiz@innout.com, O="In-N-Out Burgers, Inc.", CN=Cassie Ruiz Date: 2023.08.01 19:54:30-07'00' ✔ 4 CSG / PAUL G.08/03/23 08/14/23 XX X XX 08/03/23 1 CSG 08/10/23 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 8/10/2023 32400 Paseo Adelanto CSG #: 4311016 San Juan Capistrano, CA 92675 Agency Plan Check #: B22-0715 REV4 Attn: Building Department Job Address: 31791 Del Obispo Street Status: Hours: 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: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter Truss Calculations 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. CSG Consultants 1 1