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HomeMy WebLinkAbout5306 W McFadden Ave - DEF 1 - PlanDeferred submittal to 101122413 (issued on 6/25/25) Def permit #101124304 APPROVALS: PLNG - C. Santana BLDG - CSG INSPECTION TASKS PRIOR TO BOLTING N5.6-1 QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL O O CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O CONNECTING ELEMENTS, INCLUDING APPROPRIATE FAYING SURFACE CONDITION AND O O HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED P O AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER O O COMPONENTS INSPECTION TASKS DURING BOLTING (N5.6-2) QC QA FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NITS ARE POSITIOND O O AS REQUIRED JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING O O OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE O O EDGES INSPECTION TASKS AFTER BOLTING N5.6-3 QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P REQUIRED SPECIAL INSPECTIONS OF OPEN -WEB STEEL JOISTS AND JOIST GIRDERS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION REFERENCED STANDARD 1. Installation of open -web steel joists and joist girders. a. End connections - welding or bolted - X SJI specifications Isited in Section 2207.1 b. Bridging - horizontal or diagonal. - - - 1. Standard bridging - X SJI specifications listed in Section 2207.1 2. Bridging that differs from the SJI specifications listed in Section 2207.1 _ X _ REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL TABLE 1705.2.2 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS CERTIFIED TEST REPORTS. 2. INSPECTION OF WELDING: A. COLD -FORMED STEEL DECK: 1) FLOOR AND ROOF DECK WELDS B. REINFORCING STEEL: 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAT REINFORCEMENT. 3) SHEAR REINFORCEMENT. 4) OTHER REINFORCING STEEL. #B2505264 oQ�p(r ESSIOHq V% Elaw 4q' �cy VIM C 97815 b C-L a w C I V 11. 4rFOF CA��F�� -11-2025 X ENGINEER DOTec ENGINEERING ADDRESS: 424 JEFFERSON STREET ST CHARLES, MO 63301 PHONE: (636) 724-9872 WEB: www.dotecengineering.com APPLICABLE ASTM X MATERIAL STANDARDS X X RA AWS D 1.3 AWS D1.4, AC1318:SECTION 3.5.2 MANUFACTURER AMERICANA OUTDOORS ADDRESS: #2 INDUSTRIAL DRIVE SALEM, IL 62881 PHONE: (800) 851-0865 WEB: www.americana.com INSPECTION TASKS PRIOR TO WELDING (N5.4-1 WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS WPS AVAILABLE MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) WELDER IDENTIFICATION SYSTEM FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): 1. JOINT PREPARATIONS 2. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) 3. CLEANLINESS (CONDITION OF STEEL SURFACES) 4. TACKING (TACK WELD QUALITY AND LOCATION) 5. BACKING TYPE AND FIT (IF APPLICABLE) FIT -UP OF CJP GROOVE WELDS OF HSS T-,Y-, AND K-JOINTS WITHOUT BACKING 1. JOINT PREPARATIONS 2. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) 3. CLEANLINESS (CONDITION OF STEEL SURFACES) 4. TACKING (TACK WELD QUALITY AND LOCATION) CONFIGURATION AND FINISH OF ACCESS HOLES FIT -UP OF FILLET WELDS 1. DIMENSIONS (ALIGNMENT, GAPS AT ROOT) 2. CLEANLINESS (CONDITION OF STEEL SURFACES) 3. TACKING (TACK WELD QUALITY AND LOCAITON) CHECK WELDING EQUIPMENT INSPECTION TASKS DURING WELDING (N5.4-2) CONTROL AND HANDLING OF WELDING CONSUMABLES 1. PACKAGING 2. EXPOSURE CONTROL NO WELDING OVER CRACKED TACK WELDS ENVIRONMENTAL CONDITIONS 1. WIND SPEED WITHIN LIMITS 2. PRECIPITATION AND TEMPERATURE WPS FOLLOWED 1. SETTINGS ON WELDING EQUIPMENT 2. TRAVEL SPEED 3. SELECTED WELDING MATERIALS 4. SHIELDING GAS TYPE/FLOW RATE 5. PREHEAT APPLIED 6. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.) 7. PROPER POSITION (F, V, H) OH) WELDING TECHNIQUES 1. INTERPASS AND FINAL CLEANING 2. EACH PASS WITHIN PROFILE LIMITATIONS 3. EACH PASS MEETS QUALITY REQUIREMENTS INSPECTION TASKS AFTER WELDING (N5.4-3) WELDS CLEANED SIZE, LENGTH AND LOCATION OF WELDS WELDS MEET VISUAL ACCEPTANCE CRITERIA 1. CRACK PROHIBITION 2. WELD/BASE-METAL FUSION 3. CRATER CROSS SECTION 4. WELD PROFILES 5. WELD SIZE 6. UNDERCUT 7. POROSITY ARC STRIKES K-AREA WELD ACCESS HOLES IN ROLLER HEAVY SHAPES BACKING REMOVED AND WELD STABS REMOVED REPAIR ACTIVITIES DOCUMENT ACCEPTANCE OR REJECTION OF JOINT OR MEMBER NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT APPROVAL OF FOR PROJECT / LOCATION MODEL DWG. NO. 224730-2 5306 W MCFADDEN AVE SANTA ANA, CA 92704 20' x 112'-6" MONOSLOPE SHELTER JOB NO. 224730-2 P.O. NO. CA 83188 DRAWN BY TG REVISION 2 0 03 CITY OF SANTA ANA 0 1 M *1 10 ig a, u umain Agency QA O Master ID: mate: U U 0 0 P P P P P P P DRAWN DATE 5/13/2025 REVISE DATE P �J L L C C 0 P P P P P P P SHEET C2 OF 16 SHEETS ANCI REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (TABLE 1705.3) CITY OF SANTA ANA 0 M *I rianni, y and o rTg Agency REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMEN S (TABLE 1705.7) VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE 1. INSPECTION OF REINFORCING STEEL, INCLUDING _ X ACI 318: 3.5,7-1-7.7 1901.4 PRESTRESSING TENDONS, AND PLACEMENT 2. INSPECTION OF REINFORCING STEEL WELDING IN AWS D1.4, ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b _ _ AC1318:3.5.2 _ 3. INSPECTION OF ANCHORS CAST IN CONCRETE 1908.51 WHERE ALLOWABLE LOADS HAVE BEEN INCREASED - X AC1318:8.3.1,21.2.2 1909.1 OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS POST -INSTALLED IN _ X AC1318:3.8.6,8.1.3,21. 1909.1 HARDENED CONCRETE MEMBERS 2.2 1904.2, 5.VERIFYING USE OF REQUIRED DESIGN MIX - X AC1318:CH4,5.2-5.4 1910.2, 1910.3 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, X _ ASTM-C-172, ASTM- 1910.10 PERFORM SLUMP AND AIR CONTENT TESTS, AND C-31, AC1318:5.6-5.8 DETERMINE THE TEMPERATURE OF THE CONCRETE. 7. INSPECTION OF CONCRETE AND SHOTCRETE 1910.61 PLACEMENT FOR PROPER APPLICATION X - AC1318:5.9, 5.10 1910.7, TECHNIQUES 1910.8 8. INSPECTION FOR MAINTENANCE OF SPECIFIED _ X AC1318:5.11-5.13 1910.9 CURING TEMPERATURE AND TECHNIQUES. 9. INSPECTION OF PRESTRESSED CONCRETE: AC1318:18.20, AC1318:18.18.4 _ 9.A APPLICATION OF PRESTRESSING FORCES. X - 9.13 GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE -RESISTING X - SYSTEM. 10. ERECTION OF PRECAST CONCRETE MEMBERS - X AC1318:CH.16 - 11. VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST - TENSIONED CONCRETE AND PRIOR TO REMOVAL OF - X AC13818:6.2 - SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING - X AC1318:6.1.1 - FORMED. REQUIRED SPECIAL INSPECTIONS OF SOILS TYPE CONTINUOUS PERIODIC DURING TASK DURING TASK 1. VERIFY MATERIALS BELOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING - X CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER - X MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING OF X COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING X PLACEMENT AND COMPACTION OF COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS - X BEEN PREPARED PROPERLY. #B2505264 oQ�p(r ESSIOHq law, q' �cy VIM C 97815 * b C-L a w �l4rF 0 F I V 1 `\� CA -11-2025 ENGINEER DOTec ENGINEERING ADDRESS: 424 JEFFERSON STREET ST CHARLES, MO 63301 PHONE: (636) 724-9872 WEB: www.dotecengineering.com MANUFACTURER AMERICANA OUTDOORS ADDRESS: #2 INDUSTRIAL DRIVE SALEM, IL 62881 PHONE: (800) 851-0865 WEB: www.americana.com PROJECT / LOCATION VERIFICATION AND INSPECTION TASK 1. VERIFY ELEMENT MATERIALS, SIZES AND LENGTH COMPLY WITH THE REQUIREMENTS. 2. DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. 3. OBSERVE DRIVING OPERATION AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO 5. FOR STEEL ELEMENTS, PERFORM ADDITIONAL INSPECITONS IN ACCORDANCE WITH SECTION 1705.2. 6. FOR CONCRETE ELEMENTS AND CONCRETE -FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTION IN ACCORDANCE WITH SECTION 1705.3. 7. FOR SPECIALTY ELEMENTS, PERFORM ADDITIONAL INSPECTIONS AS DETERMINED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. CONTINUOUS D Rl�d� T=V_V%rK3Vul��UANCI TASKr X Master ID: X I I - X I - X I - REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST -IN -PLACE DEEP FOUNDATION ELEMENTS TYPE CONTINUOUS SPECIAL PERIODIC SPECIAL INSPECTION INSPECTION 1. Inspect drilling operations and maintain complete accurate records for each element. X - 2. Verify placement locations and plumbness, confirm element diameters, bell diamters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end- X - bearing strata capacity. Record concrete or grout volumes. 3. For concrete elements, perform tests and additional special inspections in accordance with Section 1705.3. 5306 W MCFADDEN AVE SANTA ANA, CA 92704 MODEL 20' x 112'-6" MONOSLOPE SHELTER DWG. NO. 224730-2 Boa NO. 224730-2 P.O. NO. CA 83188 DRAWN BY TG REVISION DRAWN DATE 5/13/2025 REVISE DATE SHEET C3 OF 16 SHEETS GENERAL NOTES DESIGN PARAMETERS CONTENTS CITY OF SANTA ANA qpl SHELTER DESIGN THIS SHELTER HAS BEEN DESIGNED AS AN OPEN STRUCTURE. THE ADDITION OF ANY ENCLOSURE SUCH AS WALLS, INSECT MESH, OR SHADE SCREENS SHALL BE PROHIBITED AS INCREASED WIND FORCES MAY RESULT. STEEL STEEL PLATE SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36. HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A500, GRADE B (Fy = 46 KSI). WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY'S SPECIFICATIONS FOR THE MATERIAL BEING WELDED. WELDING ELECTRODES SHALL BE E70XX. STRUCTURAL STEEL COMPONENTS SHALL BE COATED WITH SUPER DURABLE POLYESTER TGIC POWDER COAT FINISH MEETING AAMA 2604-02 SPECIFICATION. WOOD WOOD ROOF SUB -DECK SHALL BE TONGUE AND GROOVE SOUTHERN YELLOW PINE, KILN DRIED, #1 GRADE OR BETTER, 2" x 6" NOMINAL DIMENSIONS. WOOD SUB -DECK SHALL BE COVERED WITH FELT PAPER PRIOR TO METAL ROOF DECK INSTALLATION. ROOF DECK INTERLOCKING SEAL GALVALUME ROOF DECK SHALL BE ROLL FORMED FROM ASTM A792 GRADE 50 STEEL AND SHALL CONFORM TO THE DECK PROFILE SHOWN ON THE DRAWING. ROOF DECK COIL SHALL BE COATED WITH HEAT REFLECTIVE BASF ULTRA -COOL COATING OR APPROVED EQUAL. METAL TRIM FOR ROOF DECK SHALL MATCH ROOF DECK COIL, SLIT TO REQUIRED WIDTH AND DIE -FORMED TO REQUIRED SHAPE. FASTENERS HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325. SCREWS SHALL BE 12-24 HEX WASHER HEAD #5 POINT SELF DRILLING SCREWS. HIGH STRENGTH BOLTS SHALL BE HOT DIP GALVANIZED. ALL SCREWS SHALL BE STAINLESS STEEL OR COATED WITH ZINC. ALL BOLTS SHALL BE TIGHTENED TO A SNUG -TIGHT CONDITION AS DEFINED IN THE 2004 RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS. SHOP FABRICATION AND FIELD ASSEMBLY ALL STRUCTURAL STEEL AND ALUMINUM COMPONENTS SHALL BE SHOP FABRICATED SO THAT FIELD ASSEMBLY OF CONNECTIONS CAN BE PERFORMED USING ONLY BOLTING AND SCREW PLACEMENT. THIS SHELTER IS DESIGNED FOR EXACT FIT. FIELD MODIFICATIONS SUCH AS CUTTING OR DRILLING PARTS WITHOUT PRIOR AUTHORIZATION FROM THE MANUFACTURER WILL VOID THE PRODUCT WARRANTY. ALL SHOP WELDING TO BE PERFORMED BY AWS CERTIFIED WELDERS. ALL SHOP WELDS SHALL BE IN STRICT ACCORDANCE WITH THE STRUCTURAL WELDING CODE AWS D1.1 OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL STRUCTURAL WELDS SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS OF "PRE -QUALIFIED" WELDED JOINTS. ALL WELDING SHALL CONFORM TO AWS A5.18 : ER70S-6 SERIES E70XX ELECTRODES - LOW HYDROGEN. FIELD WELDING SHALL NOT BE REQUIRED. #B2505264 oQ�pF ES SIOHq law, J � C 97815 b C-L a � `r\�,q C IV 11. \E� ��OF CAS � =11-2025 ENGINEER DOTec ENGINEERING ADDRESS: 424 JEFFERSON STREET ST CHARLES, MO 63301 PHONE: (636) 724-9872 WEB: www.dotecengineering.com MANUFACTURER AMERICANA OUTDOORS ADDRESS: #2 INDUSTRIAL DRIVE SALEM, IL 62881 PHONE: (800) 851-0865 WEB: www.americana.com BUILDING CODES: 2022 CALIFORNIA BUILDING CODE ASCE 7-16 ROOF DEAD LOAD: 5 PSF ROOF LIVE LOAD: 20 PSF GROUND SNOW LOAD: 0 PSF ROOF SNOW LOAD: 0 PSF BASIC WIND SPEED: 105 MPH (3 SECOND GUST) WIND EXPOSURE: C SOIL BEARING STRENGTH: 2000 PSF SOIL SITE CLASS: D (ASSUMED) SEISMIC SS: 1.335 SEISMIC S1: 0.477 SEISMIC SDS: 1.068 SEISMIC SD1: 0.580 SEISMIC DESIGN CATEGORY: D SEISMIC RESISTING SYSTEM: STEEL ORDINARY CANTILEVER COLUMN RESPONSE MODIFICATION FACTOR: 1.25 SEISMIC RESPONSE COEFFICEINT: 1.068 SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE BUILDING DATA OCCUPANCY CLASSIFICATION: U (ACCESSORY / MISC.) RISK CATEGORY: III CONSTRUCTION TYPE: II-B FLOOR AREA: 1243 SQ. FT. OCCUPANCY LOAD: 7 SQ. FT. / OCCUPANT = 177 OCCUPANTS PROJECT / LOCATION 5306 W MCFADDEN AVE SANTA ANA, CA 92704 MODEL 22' x 56'-6" MONOSLOPE SHELTER DWG. NO. 224730-1 JOB NO. 224730-1 P.O. NO. CA 83188 Cl COVER SHEET C2-C3 SPECIAL INSPECT S1 PLAN AND ELEVAT0 S2 FOUNDATION PLAN P S3 STRUCTURAL FRAM I I S4 FRAMING CONNECTIl S5 ROOFING DETAILS D1-D8 STEEL FABRICATI DRAWN BY TG CHECKED BY Approve 0V61�sPERMIT ISSUANCI JD SECTION G N DETAILS Master ID: DRAWN DATE 5/13/2025 REVISE DATE SHEET cl OF 16 SHEETS INSPECTION TASKS PRIOR TO BOLTING N5.6-1 QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL O O CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O CONNECTING ELEMENTS, INCLUDING APPROPRIATE FAYING SURFACE CONDITION AND O O HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED P O AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER O O COMPONENTS INSPECTION TASKS DURING BOLTING (N5.6-2) QC QA FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NITS ARE POSITIOND O O AS REQUIRED JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING O O OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE O O EDGES INSPECTION TASKS AFTER BOLTING N5.6-3 QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P REQUIRED SPECIAL INSPECTIONS OF OPEN -WEB STEEL JOISTS AND JOIST GIRDERS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION REFERENCED STANDARD 1. Installation of open -web steel joists and joist girders. a. End connections - welding or bolted - X SJI specifications Isited in Section 2207.1 b. Bridging - horizontal or diagonal. - - - 1. Standard bridging - X SJI specifications listed in Section 2207.1 2. Bridging that differs from the SJI specifications listed in Section 2207.1 _ X _ REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL TABLE 1705.2.2 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS CERTIFIED TEST REPORTS. 2. INSPECTION OF WELDING: A. COLD -FORMED STEEL DECK: 1) FLOOR AND ROOF DECK WELDS B. REINFORCING STEEL: 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAT REINFORCEMENT. 3) SHEAR REINFORCEMENT. 4) OTHER REINFORCING STEEL. #B2505264 oQ�pF ES SIOHq Elaw J � C 97815 L� �L a I.) civic 4rFOF CA1.\F�� -11-20?ti X ENGINEER DOTec ENGINEERING ADDRESS: 424 JEFFERSON STREET ST CHARLES, MO 63301 PHONE: (636) 724-9872 WEB: www.dotecengineering.com APPLICABLE ASTM X MATERIAL STANDARDS X X RA AWS D 1.3 AWS D1.4, AC1318:SECTION 3.5.2 MANUFACTURER AMERICANA OUTDOORS ADDRESS: #2 INDUSTRIAL DRIVE SALEM, IL 62881 PHONE: (800) 851-0865 WEB: www.americana.com INSPECTION TASKS PRIOR TO WELDING (N5.4-1 WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS WPS AVAILABLE MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) WELDER IDENTIFICATION SYSTEM FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): 1. JOINT PREPARATIONS 2. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) 3. CLEANLINESS (CONDITION OF STEEL SURFACES) 4. TACKING (TACK WELD QUALITY AND LOCATION) 5. BACKING TYPE AND FIT (IF APPLICABLE) FIT -UP OF CJP GROOVE WELDS OF HSS T-,Y-, AND K-JOINTS WITHOUT BACKING 1. JOINT PREPARATIONS 2. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) 3. CLEANLINESS (CONDITION OF STEEL SURFACES) 4. TACKING (TACK WELD QUALITY AND LOCATION) CONFIGURATION AND FINISH OF ACCESS HOLES FIT -UP OF FILLET WELDS 1. DIMENSIONS (ALIGNMENT, GAPS AT ROOT) 2. CLEANLINESS (CONDITION OF STEEL SURFACES) 3. TACKING (TACK WELD QUALITY AND LOCAITON) CHECK WELDING EQUIPMENT INSPECTION TASKS DURING WELDING (N5.4-2) CONTROL AND HANDLING OF WELDING CONSUMABLES 1. PACKAGING 2. EXPOSURE CONTROL NO WELDING OVER CRACKED TACK WELDS ENVIRONMENTAL CONDITIONS 1. WIND SPEED WITHIN LIMITS 2. PRECIPITATION AND TEMPERATURE WPS FOLLOWED 1. SETTINGS ON WELDING EQUIPMENT 2. TRAVEL SPEED 3. SELECTED WELDING MATERIALS 4. SHIELDING GAS TYPE/FLOW RATE 5. PREHEAT APPLIED 6. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.) 7. PROPER POSITION (F, V, H) OH) WELDING TECHNIQUES 1. INTERPASS AND FINAL CLEANING 2. EACH PASS WITHIN PROFILE LIMITATIONS 3. EACH PASS MEETS QUALITY REQUIREMENTS INSPECTION TASKS AFTER WELDING (N5.4-3) WELDS CLEANED SIZE, LENGTH AND LOCATION OF WELDS WELDS MEET VISUAL ACCEPTANCE CRITERIA 1. CRACK PROHIBITION 2. WELD/BASE-METAL FUSION 3. CRATER CROSS SECTION 4. WELD PROFILES 5. WELD SIZE 6. UNDERCUT 7. POROSITY ARC STRIKES K-AREA WELD ACCESS HOLES IN ROLLER HEAVY SHAPES BACKING REMOVED AND WELD STABS REMOVED REPAIR ACTIVITIES DOCUMENT ACCEPTANCE OR REJECTION OF JOINT OR MEMBER NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT APPROVAL OF FOR PROJECT / LOCATION MODEL DWG. NO. 224730-1 5306 W MCFADDEN AVE SANTA ANA, CA 92704 22' x 56'-6" MONOSLOPE SHELTER JOB NO. 224730-1 P.O. NO. CA 83188 DRAWN BY TG REVISION 2 0 03 CITY OF SANTA ANA 0 1 M *1 10 ig a, u umain Agency QA O Master ID: mate: U U 0 0 P P P P P P P DRAWN DATE 5/13/2025 REVISE DATE P �J L L C C 0 P P P P P P P SHEET C2 OF 16 SHEETS ANCI REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (TABLE 1705.3) CITY OF SANTA ANA 0 M *I rianni, y and o rTg Agency REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMEN S (TABLE 1705.7) VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE 1. INSPECTION OF REINFORCING STEEL, INCLUDING _ X ACI 318: 3.5,7-1-7.7 1901.4 PRESTRESSING TENDONS, AND PLACEMENT 2. INSPECTION OF REINFORCING STEEL WELDING IN AWS D1.4, ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b _ _ AC1318:3.5.2 _ 3. INSPECTION OF ANCHORS CAST IN CONCRETE 1908.51 WHERE ALLOWABLE LOADS HAVE BEEN INCREASED - X AC1318:8.3.1,21.2.2 1909.1 OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS POST -INSTALLED IN _ X AC1318:3.8.6,8.1.3,21. 1909.1 HARDENED CONCRETE MEMBERS 2.2 1904.2, 5.VERIFYING USE OF REQUIRED DESIGN MIX - X AC1318:CH4,5.2-5.4 1910.2, 1910.3 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, X _ ASTM-C-172, ASTM- 1910.10 PERFORM SLUMP AND AIR CONTENT TESTS, AND C-31, AC1318:5.6-5.8 DETERMINE THE TEMPERATURE OF THE CONCRETE. 7. INSPECTION OF CONCRETE AND SHOTCRETE 1910.61 PLACEMENT FOR PROPER APPLICATION X - AC1318:5.9, 5.10 1910.7, TECHNIQUES 1910.8 8. INSPECTION FOR MAINTENANCE OF SPECIFIED _ X AC1318:5.11-5.13 1910.9 CURING TEMPERATURE AND TECHNIQUES. 9. INSPECTION OF PRESTRESSED CONCRETE: AC1318:18.20, AC1318:18.18.4 _ 9.A APPLICATION OF PRESTRESSING FORCES. X - 9.13 GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE -RESISTING X - SYSTEM. 10. ERECTION OF PRECAST CONCRETE MEMBERS - X AC1318:CH.16 - 11. VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST - TENSIONED CONCRETE AND PRIOR TO REMOVAL OF - X AC13818:6.2 - SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING - X AC1318:6.1.1 - FORMED. REQUIRED SPECIAL INSPECTIONS OF SOILS TYPE CONTINUOUS PERIODIC DURING TASK DURING TASK 1. VERIFY MATERIALS BELOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING - X CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER - X MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING OF X COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING X PLACEMENT AND COMPACTION OF COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS - X BEEN PREPARED PROPERLY. #B2505264 oQ�pF ES SIOlaw, Hq P J � C 97815 * L� C-L a I,) civic 4rFOF CA1.\F�� -11-20? ti ENGINEER DOTec ENGINEERING ADDRESS: 424 JEFFERSON STREET ST CHARLES, MO 63301 PHONE: (636) 724-9872 WEB: www.dotecengineering.com MANUFACTURER AMERICANA OUTDOORS ADDRESS: #2 INDUSTRIAL DRIVE SALEM, IL 62881 PHONE: (800) 851-0865 WEB: www.americana.com PROJECT / LOCATION VERIFICATION AND INSPECTION TASK 1. VERIFY ELEMENT MATERIALS, SIZES AND LENGTH COMPLY WITH THE REQUIREMENTS. 2. DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. 3. OBSERVE DRIVING OPERATION AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO 5. FOR STEEL ELEMENTS, PERFORM ADDITIONAL INSPECITONS IN ACCORDANCE WITH SECTION 1705.2. 6. FOR CONCRETE ELEMENTS AND CONCRETE -FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTION IN ACCORDANCE WITH SECTION 1705.3. 7. FOR SPECIALTY ELEMENTS, PERFORM ADDITIONAL INSPECTIONS AS DETERMINED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. CONTINUOUS D Rl�d� T=V_V%rK3Vul��UANCI TASKr X Master ID: X I I - X I - X I - REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST -IN -PLACE DEEP FOUNDATION ELEMENTS TYPE CONTINUOUS SPECIAL PERIODIC SPECIAL INSPECTION INSPECTION 1. Inspect drilling operations and maintain complete accurate records for each element. X - 2. Verify placement locations and plumbness, confirm element diameters, bell diamters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end- X - bearing strata capacity. Record concrete or grout volumes. 3. For concrete elements, perform tests and additional special inspections in accordance with Section 1705.3. 5306 W MCFADDEN AVE SANTA ANA, CA 92704 MODEL 22' x 56'-6" MONOSLOPE SHELTER DWG. NO. 224730-1 Boa NO. 224730-1 P.O. NO. CA 83188 DRAWN BY TG REVISION DRAWN DATE 5/13/2025 REVISE DATE SHEET C3 OF 16 SHEETS # DATE 01 6/10/2025 02 03 STRUCTURAL CALCULATIONS 92704 5306 W McFadden Ave Alex Yarbrough (800) 851-0865 alex@americana.com 92704 SCOPE OF WORK: ZIP: CONFIRM ZIP: MOBILE: E-MAIL: #2 INDUSTRIAL DRIVE DESCRIPTION REVISION HISTORY PREPARED BY CHECKED BY 2022 CALIFORNIA BUILDING CODE, ASCE 7-16 Ahmed Fayez Dr.AelsisiFirst Submital REFERENCES: SALEM IL COUNTRY: STATE: COUNTRY: CA USA USA CONTACT: SITE ADDRESS: DOTec Corp. Customized Engineering Solutions PROJECT INFORMATION Santa Ana ADDRESS: CITY: PROJECT NO.: CLIENT: B2505264_000 Americana Outdoors 62881 Monoslope Shelters 22' x 56'-6" and 20' x 112'-6" Foundation design per geotechnical reports TEL: FAX: BILLING ADDRESS: ADDRESS: CLIENT CONTACT INFO SEAL: CITY: STATE: ZIP: Acceptance and use of this report by any party constitute a contractual agreement that the Engineers total liability arising out of or in any way related to this analysis and report shall not exceed the total sum paid to the Engineer for the services provided. Liability does not exist beyond the analysis contained in this report. Copyright. Dotec Engineering 118 N 2nd St, St Charles, MO 63301. Phone: (636) 724-9872 S001V002 Page 1 of 111 STRUCTURAL ANALYSIS (Monoslope Shelters 20' x 112'-6")82 FOUNDATION DESIGN (Monoslope Shelters 20' x 112'-6")107 CONTENTS STRUCTURAL ANALYSIS (Monoslope Shelters 22' x 56'-6") CONTENTS 2 3LOAD CALCULATION (Monoslope Shelters 22' x 56'-6") FOUNDATION DESIGN (Monoslope Shelters 22' x 56'-6")52 LOAD CALCULATION (Monoslope Shelters 20' x 112'-6")57 28 Page 2 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 1 of 25 6/10/2025 PROJECT DATA BUILDING Roof Type:MonoslopeRoof Width:22 ftRoof Length:56.5 ftEave Height:8 ftRoof Pitch:1 : 12 REFERENCE CODES International Building Code:IBC 2021American Society of Civi Engineers:ASCE 7-16Aluminum Association:American Institute of Steel Construction:AISC 360-16American Welding Society:AWS D1.1: 2016 CLASSIFICATION Risk Category:IIIOccupancy:U (non-separated use)Construction Type:II-BFloor Area:1243 sq. ft.Occupant Load: DEAD & LIVE LOADS Roof Dead Load:5 psfCollateral Dead Load:0 psfRoof Live Load:20 psf WIND Wind Importance Factor:1.00Basic Wind Speed:105 mph (3-second gust)Topography:Homogeneous (assumed)Surface Roughness:C (assumed)Wind Exposure:CEnclosure Classification:Open SNOW Snow Importance Factor:1.10Ground Snow Load:0 psf SEISMIC Seismic Importance Factor:1.25Soil Site Class:D (assumed)Spectral Response Acceleration, 0.2 Second, Ss = 1.335Spectral Response Acceleration, 1.0 Second, S1 = 0.477Spectral Response Coefficient, Sds = 1.068Spectral Response Coefficient, Sd1 = 0.58Seismic Design Category:DTransverse Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemLongitudinal Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemTransverse Response Modification Coefficient, RT = 1.25Longitudinal Response Modification Coefficient, RL = 1.25 Aluminum Design Manual 2020 (ADM) 7 sq. ft./occupant = 177 occupants/shelter DESIGN LOADS & CRITERIA Page 3 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 2 of 25 6/10/2025 TABLE OF CONTENTSMaterial Properties 2Frame Analysis 2Wind Loads (MWFRS)3Wind Loads (C&C)5Snow Loads 6Seismic Loads 7Load Combinations 9Roof Deck Analysis 10Post to Rafter Connection 11Edge Beam Connection 13Purlin Connection 14Foundation Analysis 17Base Plate Analysis 19 MATERIAL PROPERTIESComponent Material Ftu (ksi) Fty (ksi) Fcy (ksi) Fsu (ksi) E (ksi) ReferenceSteel Tubing ASTM A500-B 58 46 46 58 29000Steel Plate ASTM A36 58 36 36 58 29000Roof Decking Galvalume 65 50 50 65 29000 ASTM A792 FRAME ANALYSISThe 3D space frame was analyzed using RISA 3D structural engineering software. Code checks were performed by the computer analysis to verify adequate member sizes. See attached sheets for RISA input and output. Page 4 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 3 of 25 6/10/2025 WIND LOADS (Main Wind Force Resisting System) DESIGN PARAMETERSDesign Procedure:ASCE 7-16, 27.4.1Risk Category:III ASCE 7-16, Table 1.5-1Importance Factor: Iw = 1.00 ASCE 7-16, Table 1.5-2Basic Wind Speed:V = 105 mphWind Directionality Factor: Kd = 0.85 ASCE 7-16, Table 26.6-1Exposure Category:C ASCE 7-16, 26.7.3Topographic Factor: Kzt = 1.00 (assumed) ASCE 7-16, 26.8.2Gust Effect Factor:G = 0.85 ASCE 7-16, 26.11.1Enclosure Classification:Open ASCE 7-16,26.12Internal Pressure Coefficient: G Cpi = 0.00 ASCE 7-16, Table 26.13-1Roof Type:Roof Width:22 ftRoof Length:56.5 ftRoof Eave Height: he = 8 ftRoof Angle:θ =5 degreesRoof Peak Height: hp = 10 ftRoof Mean Height:h = 8 ftVelocity Pressure Exposure Coefficient:Kh = 0.85 ASCE 7-16, Table 26.10-1Ground Elevation Factor:Ke = 1.00 ASCE 7-16, Table 26.9-1 (conservative approximation)Velocity Pressure: qh = 20.392 ASCE 7-16, Eqn. 26.10-1 0.00256 Kh Kzt Kd Ke V^2 IwWind Blockage:(Less than 50% obstructed below roof)Determine net pressure coefficent, using linear interpolation for values not shown in reference table. For longitudinal wind, say horizontal distance from windward edge is less than h for entire roof area (conservative). Wind Direction, γ Case A Case BNormal to Ridge, γ = 0°ASCE 7-16, Fig. 27.3-4Windward:0 -1.3Leeward:-0.57 -0.03Normal to Ridge, γ = 180°ASCE 7-16, Fig. 27.3-4Windward:1 0.7Leeward:1.1 0.17Parallel to Ridge, γ = 90°-0.8 0.8 ASCE 7-16, Fig. 27.3-7Calculate design wind pressures using equation:p = qh G CN ASCE 7-16, Eqn. 27.3-2 Wind Direction, γ Case A Case BNormal to Ridge, γ = 0°Windward:0 -22.5Leeward:-9.9 -0.5Normal to Ridge, γ = 180°Windward:17.3 12.1Leeward:19.1 2.9Parallel to Ridge, γ = 90°-13.9 13.9 Directional Procedure Net Pressure Coefficients, C N , for MWFRS Design Wind Pressures for MWFRS Pressures are shown in pounds per square foot. Positive pressure acts toward roof surface; negative pressure acts away from roof surface. Clear Wind Flow Monoslope Free Roofs Page 5 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 4 of 25 6/10/2025 Longitudinal Projected Area: AfL ≈ 22 ft2Total Number of Posts:N = 8Rx = 44 # per post 13.9 psf × 22 ft² / 8 MINIMUM DESIGN WIND LOADS The design wind force for open buildings shall not be less than the force p min multiplied by the area A f , which shall be the area of the structure projected on a plane normal to the wind direction. For gable roofs, assume a filled gable.Minimum Wind Load: pmin = 16 psf ASCE 7-16, 27.1.5Transverse Projected Area: AfT ≈ 109 ft2 Pitched Free Roofs Say longitudinal (parallel to ridge) wind pressure on roof surface is covered by the calculated transverse (normal to ridge) wind pressures. Determine lateral wind load on posts by applying longitudinal wind pressure to the area of the structure projected on a plane normal to the wind direction and converting to a reaction which shall be applied to the top of each post. Assume each post takes equal force. For gable roofs, assume a filled gable. Monoslope Free Roofs Page 6 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 5 of 25 6/10/2025 WIND LOADS (Components & Cladding) DESIGN PARAMETERSBuilding Type:ASCE 7-16, 30.1.1Risk Category:III ASCE 7-16, Table 1.5-1Importance Factor: Iw = 1.00 ASCE 7-16, Table 1.5-2Basic Wind Speed:V = 105 mphWind Directionality Factor: Kd = 0.85 ASCE 7-16, Table 26.6-1Exposure Category:C ASCE 7-16, 26.7.3Topographic Factor: Kzt = 1.00 ASCE 7-16, 26.8.2Gust Effect Factor:G = 0.85 ASCE 7-16, 26.11.1Roof Type:Max. Span of Roof Deck: Lpan = 7.25 ftRoof Panel Width: wpan = 1.5 ftRoof Eave Height:he = 8 ftRoof Angle:θ =5 degreesRoof Peak Height: hp = 8.4 ftRoof Mean Height:h = 8 ftVelocity Pressure Exposure Coefficient:Kz = 0.85 ASCE 7-16, Table 26.10-1Ground Elevation Factor:Ke = 1.00 ASCE 7-16, Table 26.9-1Velocity Pressure:qz = 20.392 ASCE 7-16, Eqn. 26.10-1Wind Blockage:(Less than 50% obstructed below roof)Effective Wind Area: Ae = 409.63 ft2 ASCE 7-16, 26.2Actual Tributary Area: At = 10.88 ft2Design Wind Area: A = 409.63 ft2Width of Pressure Coefficient Zone:a = 3 fta² = 9 ft24 a² = 36 ft2 Determine net pressure coefficent, using linear interpolation for values not shown in reference table. Case A Case B Case A Case B Case A Case BA ≤ a²2.93 -3.9 2.2 -1.97 1.47 -1.3a² < A ≤ 4 a²2.2 -1.97 2.2 -1.97 1.47 -1.3A > 4 a²1.47 -1.3 1.47 -1.3 1.47 -1.3ASCE 7-16, Fig. 30.7-1 For simplicity, use Zone 3 pressures for all components (conservative). Calculate design wind pressures using equation:p = qz G CN ASCE 7-16, Eqn. 30.7-1 Case A Case B25.5 -22.5 MINIMUM DESIGN WIND LOADS The design wind pressure for components and cladding shall not be less than a net pressure p min acting in either direction normal to the surface.pmin = 16 psf ASCE 7-16, 30.2.2 Clear Wind Flow Lpan wrLpan wpangreater of Ae and Atgreater of 0.1 Lpan and 3 ft Net Pressure Coefficients, C N , for C&C Design Wind Area Zone 3 Zone 2 Zone 1 (conservative approximation)0.00256 Kz Kzt Kd Ke V^2 Iw Pressures are shown in pounds per square foot. Positive pressure acts toward roof surface; negative pressure acts away from roof surface. Open Buildings Monoslope Free Roofs Zone 3Design Wind Pressures for C&C Page 7 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 6 of 25 6/10/2025 SNOW LOADS Risk Category: III ASCE 7-16, Table 1.5-1Importance Factor: Is = 1.10 ASCE 7-16, Table 1.5-2Ground Snow Load: pg = 0 psfExposure Factor: Ce = 1.00 ASCE 7-16, Table 7.3-1Thermal Factor: Ct = 1.20 ASCE 7-16, Table 7.3-2Flat Roof Snow Load:pf = 0 psf ASCE 7-16, Eqn. 7.3-1 0.7 Ce Ct Is pgRoof Angle:θ =5 degreesSlope Factor: Cs = 1 ASCE 7-16, Fig. 7.4-1Sloped Roof Snow Load: ps = 0 psf ASCE 7-16, Eqn. 7.4-1 Cs pfMinimum Snow Load forLow-Slope Roofs:pm = 0 psf ASCE 7-16, 7.3.4 pg ≤ 20 → pm = Is pgpg > 20 → pm = 20 Is Roof angle less than 15 degrees, therefore minimum shall be applied.Design Use Snow Load: pu = 0 psf Page 8 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 7 of 25 6/10/2025 SEISMIC LOADS DESIGN PARAMETERSBasis of Design:ASCE 7-16, Chapter 12 (Building Structures)Risk Category:III ASCE 7-16, Table 1.5-1Seismic Importance Factor: Ie = 1.25 ASCE 7-16, Table 1.5-2Soil Site Class:D 0Spectral ResponseAcceleration, 0.2 Second:Ss = 1.335Spectral ResponseAcceleration, 1.0 Second:S1 = 0.477Short-Period Site Coefficient:Fa = 1.2Long-Period Site Coefficient:Fv = 1.823Short-Period MCER:SMS = 1.602 Fa SS1s-Period MCER:SM1 = 0.87 Fv S1Spectral Response Coefficient: SDS = 1.068 2/3 SMSSpectral Response Coefficient:SD1 = 0.58 2/3 SM1Seismic Design Category:DDesign Procedure:Equivalent Lateral ForceDesign Dead Load:D = 5 psfStructure Floor Area: A = 1243 ft2Effective Seismic Weight:W = 6722 #ASCE 7-16, 12.7.2Total Number of Posts:N = 8 TRANSVERSE SEISMICTransverse Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemTransverse Response Modification Coefficient:RT = 1.25Seismic Response Coefficient:Cs = 1.068 ASCE 7-16, Eqn. 12.8-2 SDS / (RT / Ie)Minimum Cs, Case A: Cs = 0.059 ASCE 7-16, Eqn. 12.8-5 0.044 SDS Ie ≥ 0.01Minimum Cs, Case B:Cs = 0.239 ASCE 7-16, Eqn. 12.8-6 0.5 S1 / (RT / Ie)S₁ < 0.6, therefore Case B does not apply.Cs = 1.068Seismic Base Shear: V = 7179.1 # ASCE 7-16, Eqn. 12.8-1 Cs WRedundancy Factor:p = 1.3 ASCE 7-16, 12.3.4Horizontal Seismic Load Effect:Eh = 9332.8 # ASCE 7-16, Eqn. 12.4-3 p VVertical Seismic Load Effect: Ev = 1435.8 # ASCE 7-16, Eqn. 12.4-4a 0.2 SDS WOverstrength Required:TRUEOverstrength Factor: Ωo = 1.25 ASCE 7-16, Table 12.2-1Seismic Overstrength Load: Emh = 8973.9 # ASCE 7-16, Eqn. 12.4-7 V ΩoSeismic Load Effect: Ez = 10768.6 # ASCE 7-16, Eqn. 12.4-1/5 E = max(Eh, Emh) + Ev Lateral seismic force shall be resisted by the posts. Assume each post takes equal force.Lateral Seismic Force:Fpz = 1346 # per post Ez / (Number of Posts) Page 9 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 8 of 25 6/10/2025 LONGITUDINAL SEISMICLongitudinal Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemLongitudinal Response Modification Coefficient:RL = 1.25Seismic Response Coefficient: Cs = 1.068 ASCE 7-16, Eqn. 12.8-2 SDS / (RL / Ie)Minimum Cs, Case A: Cs = 0.059 ASCE 7-16, Eqn. 12.8-5 0.044 SDS Ie ≥ 0.01Minimum Cs, Case B: Cs = 0.239 ASCE 7-16, Eqn. 12.8-6 0.5 S1 / (RL / Ie)S₁ < 0.6, therefore Case B does not apply.Cs = 1.068Seismic Base Shear: V = 7179.1 # ASCE 7-16, Eqn. 12.8-1 Cs WRedundancy Factor:p = 1.3 ASCE 7-16, 12.3.4Horizontal Seismic Load Effect: Eh = 9332.8 # ASCE 7-16, Eqn. 12.4-3 p VVertical Seismic Load Effect: Ev = 1435.8 # ASCE 7-16, Eqn. 12.4-4a 0.2 SDS WOverstrength Required:TRUEOverstrength Factor: Ωo = 1.25 ASCE 7-16, Table 12.2-1Seismic Overstrength Load: Emh = 8973.9 # ASCE 7-16, Eqn. 12.4-7 V ΩoSeismic Load Effect: Ex = 10768.6 # ASCE 7-16, Eqn. 12.4-1/5 E = max(Eh, Emh) + Ev Lateral seismic force shall be resisted by the posts. Assume each post takes equal force.Lateral Seismic Force: Fpx = 1346 # per post Ex / (Number of Posts) Page 10 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 9 of 25 6/10/2025 LOAD COMBINATIONS Dead Load:D = 5 psfLive Load:L = 0 psfRoof Live Load: Lr = 20 psfDesign Use Snow Load: SU = 0 psfSnow Load + Drift Case A: SA = #N/A psfSnow Load + Drift Case B: SB = #N/A psfRain Load:R = 5 psfWind Load Case A: WA = 25.5 psfWind Load Case B: WB = -22.5 psfEarthquake Load:E = 0 psf (By inspection, seismic does not controland is therefore excluded.)Maximum Load Combination ("inward"):Σmax = D + .75 L + .75 (.6 W) + .75 Lr =31.5 psf (BLC #6a) Minimum Load Combination ("outward"):Σmin = .6 D + .6 W =-10.5 psf (BLC #7) Determine maximum "inward" and "outward" pressures on roof decking using Allowable Stress Design per ASCE 7,section 2.4.1. Wind pressure values shall be taken as determined in Components & Cladding. For those structures where snow drift loads are required, see Exception 1 in the referenced code. In combinations 4 and 6, Snow Load shall be takenas the design snow load pu and shall exclude drift surcharge load. In combination 3, Snow Load shall be taken as the totalsnow load including drift surcharge. Page 11 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 10 of 25 6/10/2025 ROOF DECKING PROPERTIES Panel Type: 2x6 nominal dimension tongue-and-groove deckingMaterial: PineControlling Load Combination: LC = 31.5 psfMax. Single Span: Lpan = 7.4 ft DESIGN PROCEDURE Allowable Span: Lallow = 34 psfCheck: PASS 92.6% capacity 34 psf > 31.5 psf Check the decking span using Table 1 of the Tongue and Groove Roof Decking guide published by the American Wood Council (shown below for reference). Assume minimum allowable bending stress shown on the table (conservative). Page 12 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 11 of 25 6/10/2025 POST TO RAFTER CONNECTION CONNECTION FORCESMax. Moment at Connection: Mmax = 16.346 k-ft (from RISA results)Max. Shear at Connection: Vmax = 4.325 kip (from RISA results)Max. Axial Tension: ATmax = 1.331 kip (from RISA results)Moment Used in Calculation: Mu = 16.43 k-ft (engineer's discretion)Mu = 197160 lb-inShear Used in Calculation: Vu = 4350 # (engineer's discretion)Tension Used in Calculation: ATu = 1340 # (engineer's discretion) CONNECTION GEOMETRYPlate Depth: dp = 11 inPlate Width: bp = 11 inBolt Quantity: qbolt = 4Distance to Row 1: d1 = 1.25 inDistance to Row 2: d2 = 9.75 inDistance to Row 3: d3 = 0 inDistance to Row 4: d4 = 0 inCritical Section Width:h = 8.5 inDistance to Back of Post: d5 = 1.25 inPost Depth: dpost = 6 inDistance to Front of Post: d6 = 1.227 in CONNECTION BOLTSUse ASTM F3125 grade A325 structural bolts.Nominal Bolt Diameter: Db = 0.625 inNominal Bolt Area: Ab = 0.307 in2Nominal Tensile Strength: Fnt = 90 ksi AISC 360 Table J3.2Allowable Tensile Stress: Tab = 13.815 kip 0.5 Fnt AbNominal Shear Strength: Fnv = 54 ksi AISC 360 Table J3.2Allowable Shear Stress: Vab = 8.289 kip 0.5 Fnv AbMax. Bolt Tension:TBmax = 12.685 kipCheck Tension:PASS 91.8%capacityMax. Bolt Shear:VBmax = 0.335 kip ATu / qboltCheck Shear:PASS 4.0%capacity PLATE THICKNESSYield Strength: Fy = 36000 psi Deteremine required thickness from nominal moment using equation Mn = Fy Z where Z = dp t2 / 4Nominal Moment: Mn = 31713 lb-in 2 TBmax (greater of d5 & d6)Safety Factor: Ωp = 1.67Required Thickness:tmin = 0.731 in t2min = (4 Mn Ωp) / (Fy dp) Use 3/4'' thick plate min. Page 13 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 12 of 25 6/10/2025 WELDS Weld Width at Post: bwp = 6 inWeld Depth at Post: dwp = 6.023 inWeld Section: Swp = 48.23 in2 bwp dwp + (dwp2 / 3)Welding Electrode: FEXX = 70 ksiTrial Weld Size: tw = 5/16 inSafety Factor: Ωw = 2Allowable Weld Stress: Raw = 4.64 k/in (0.6 FEXX tw 0.707) / ΩwAllowable Weld Moment:Maw = 223.79 k-in Raw SwpCheck:PASS 88.1%capacity 223.79 k-in > 197.16 k-inWeld Width at Rafter: bwr = 6 inWeld Depth at Rafter: dwr = 11 inWeld Section: Swr = 106.33 in2 bwr dwr + (dwr2 / 3)Trial Weld Size: tw = 3/16 inAllowable Weld Stress: Raw = 2.78 k/inAllowable Weld Moment:Maw = 295.6 k-inCheck:PASS 66.7%capacity 295.6 k-in > 197.16 k-in POST TO RAFTER CONNECTION GRAPHICS Page 14 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 13 of 25 6/10/2025 EDGE BEAM TO RAFTER CONNECTION CONNECTION FORCESMax. Shear at Connection: Vmax = 1.048 kip (from RISA results)Shear Used in Calculation: Vu = 1110 # (engineer's discretion) CONNECTION BOLTSUse ASTM F3125 grade A325 structural bolts.Nominal Bolt Diameter: Db = 0.5 inNominal Bolt Area: Ab = 0.196 in2Nominal Shear Strength:Fnv = 54 ksiAllowable Shear Stress:Vab = 5.292 kip 0.5 Fnv AbMax. Bolt Shear:VBmax = 0.555 kip Vu ÷ (2 bolts )Check Shear:PASS 10.5%capacity 0.555 kip < 5.292 kip WELDS Weld Depth:dw = 6 inEffective Weld Length:lw = 12 in 2 dwWelding Electrode:FEXX = 70 ksiAllowable Electrode Strength:Fw = 42 ksi 0.60 FEXXTrial Weld Size:tw = 2/16 inWeld Area: Aw = 1.061 in2 lw (tws ÷ √2)Safety Factor:Ωw = 2Allowable Weld Stress:Raw = 22.3 kip (Fw Aw) ÷ ΩwCheck:PASS 5.0%capacity 22.3 kip > 1.11 kip Page 15 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 14 of 25 6/10/2025 PURLIN CONNECTION GEOMETRY AND PROPERTIESTube Height: ht = 6 inTube Width: bt = 3 inTube Thickness: tt = 0.1875 inTube Ultimate Strength: Fut = 58 ksiTube Yield Strength: Fyt = 46 ksiStem Plate Width: bs = 3.5 inStem Plate Height: hs = 3.5 inNumber of Bolts: Nb = 2Bolt Spacing: Cs = 1.75 inMin. Edge Dist. X-axis: dex = 1.5 inMin. Edge Dist. Y-axis: dey = 0.875 inHole Width: Dhx = 0.625 inHole Height: Dhy = 0.625 inPlate Ultimate Strength: Fup = 58 ksiPlate Yield Strength: Fyp = 36 ksi CHECK GOEMETRY RESTRICTIONSMinimum Bolt Spacing:PASS AISC 360, J3.3Minimum Edge Distance:PASS AISC 360, J3.4Maximum Bolt Spacing:PASS AISC 360, J3.5aMaximum Edge Distance:PASS AISC 360, J3.5 CONNECTION LOADS Tension:T = 0.037 kipCompression:C = 0.14 kipShear Y-Axis: Vy = 2.027 kipShear Z-Axis: Vz = 0.156 kipMax. Bolt Tension: Tb = 0.078 kipMax. Bolt Shear: Vb = 1.016 kip CHECK CONNECTION BOLTS Use ASTM F3125 grade A325 structural bolts.Nominal Tensile Strength: Fnt = 90 ksi AISC 360, Table J3.2Nominal Shear Strength: Fnv = 54 ksiSafety Factor: Ωb = 2 AISC 360, J3.6Bolt Diameter: db = 0.5 inBolt Area: Ab = 0.196 in2Allowable Tensile Strength: Rnt = 8.82 kip AISC 360, Eqn. J3-1 Fnt Ab / ΩbAllowable Shear Strength: Rnv = 10.584 kip Bolts in double shear.2 Fnv Ab / ΩbCheck:PASS 9.6%capacity Page 16 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 15 of 25 6/10/2025 Check combined tension and shear per AISC 360 section J3.7Required Shear Strength: frv = 5.2 ksi Vb / AbModified Nominal Tension: F'nt = 90 ksi AISC 360, Eqn. J3-3b 1.3 Fnt - (Ωb Fnt / Fnv) frv ≤ FntAllowable Tensile Strength: R'nt = 8.82 kip F'nt Ab / ΩbRequired Tensile Strength: frt = 0.4 ksi Tb / AbModified Nominal Shear: F'nv = 54 ksi AISC 360, Eqn. J3-3b 1.3 Fnv - (Ωb Fnv / Fnt) frt ≤ FnvAllowable Shear Strength: R'nv = 5.29 kip F'nv Ab / ΩbCheck:PASS 19.2%capacity STEM PLATE AXIAL YIELDSafety Factor: Ω1 = 1.67Required Yield Strength: Rn1 = 0.2338 kip T Ω1Required Plate Thickness: t1 = 0.002 in AISC 360, Eqn. J4-1 Rn1 / Fyp hs STEM PLATE TENSION RUPTURESafety Factor: Ω2 = 2Required Rupture Strength: Rn2 = 0.28 kip T Ω2Required Effective Area: Ae = 0.005 in2 AISC 360, Eqn. J4-2 Rn2 / FupReqd. Thickness, Gross Area: t2g = 0.002 in Ae / 0.85 hsReqd. Thickness, Net Area: t2n = 0.003 in Ae / (hs - Nb Dhy) STEM PLATE SHEAR YIELDSafety Factor: Ω3 = 1.5Required Yield Strength: Rn3 = 3.0405 kip V Ω3Required Plate Thickness: t3 = 0.041 in AISC 360, Eqn. J4-3 Rn3 / 0.6 Fyp bs STEM PLATE SHEAR RUPTURESafety Factor: Ω4 = 2Required Rupture Strength: Rn4 = 4.054 kip V Ω4Required Plate Thickness: t4 = 0.052 in AISC 360, Eqn. J4-4 Rn4 / 0.6 Fup (bs - Nb Dhx) STEM PLATE BLOCK SHEARSafety Factor: Ω5 = 2Required Shear Strength: Rn5 = 2.032 kip Vb Ω5Uniform Stress Factor: Ubs = 1Reqd. Thickness, Gross Area: t5g = 0.028 in AISC 360, Eqn. J4-5 Rn5 / (0.6 Fup Anv +Ubs Fup Ant)Reqd. Thickness, Net Area: t5n = 0.032 in AISC 360, Eqn. J4-5 Rn5 / (0.6 Fyp Agv +Ubs Fup Ant) STEM PLATE MOMENTMoment on Plate: M6 = 0.508 k-in Vb L / 4Safety Factor: Ω6 = 1.67Required Section: Zreq = 0.024 in3 M6 Ω6 / FypSection Width: b = 3.5 in bsRequired Thickness:t6 = 0.166 in √(4 Zreq / b)Stem Plate Critical Limit State:Bending Due to Prying Therefore use 3/16'' thick plate min. Page 17 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 16 of 25 6/10/2025 HSS THICKNESS HSS Height: hc = 6 inNominal Shear Yield Strength: Rn = The lesser of (0.60 Fy Ag) ÷ 1.5 and (0.60 Fu Ag) ÷ 2 AISC 360, Eqns. J4-3 & J4-4where Ag = 2 hcp tcp (Say half of the load is resisted at each shear plane adjacent to welds.)Set Rn = Vr and solve to determine minimum required plate thickness.Required Thickness, Case A: tmin(c) = 0.005 in tmin = (1.5 Vb) ÷ (1.2 Fyt hc)Required Thickness, Case B:tmin(c) = 0.005 in tmin = (2 Vb) ÷ (1.2 Fut hc) Use 1/8'' thickness min. WELD - STEM PLATE TO HSSNominal Electrode Strength: FEXX = 70 ksiTrial Weld Size: wt = 3/16 inEffective Weld Throat: tw = 0.133 in AISC 360, J2.2aEffective Weld Length: lwe = 7 in 2 hsEffective Area of Weld: Awe = 0.931 in2 tw lweNominal Weld Stress: Fnw = 42 ksi AISC 360, Table J2.5 0.6 FEXXSafety Factor: Ωw = 2Allowable Weld Strength:Raw = 19.551 kip AISC 360, Eqn. J2-3 Fnw Awe / ΩwCheck Tension:PASS 0.7%capacityCheck Shear:PASS 10.4%capacity Page 18 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 17 of 25 6/10/2025 POLE FOUNDATION ANALYSIS PIER LOADING (see RISA output)Axial Load: Pv = 6.397 kipUplift: Pu = 1.173 kipLateral Load: Ph = 1.368 kipExternally Applied Moment:M = 6.945 k-ft PIER DATA Pier Profile Shape:RoundPier Dimension:b = 2.5 ft (diameter of round footing or diagonal dimension of square footing)Pier Height Above Soil: h1 = 0.000 ftConcrete Strength: f'c = 3.500 ksiUnit Weight of Concrete: wc = 150 pcf SOIL DATADepth to Resisting Surface: h2 = 0.500 ftPresumptive Vertical Pressure: fV = 2000 psf IBC 2021 Table 1806.2Presumptive Lateral Pressure:fL = 100 psf/ft IBC 2021 Table 1806.2 PIER EMBEDMENT - NONCONSTRAINEDDesign Lateral Load: Pe = 1.368 kip PhAllowable Lateral Pressure: S1 = 268.4 psf fL d ÷ 3A = 4.77 2.34 Pe ÷ S1 bDepth of Pier Embedment: d = 8.05 ft IBC 2021 Eqn. 18-1 0.5 A {1 + [1 + (4.36 h ÷ A)]1/2}Total Length of Pier: L = 8.55 ft d + h1 + h2 PIER EMBEDMENT - CONSTRAINEDTotal Applied Moment: Me = 6.95 k-ftAllowable Lateral Pressure: S3 = 490.6 psf fL dDepth of Pier Embedment: d = 4.91 ft IBC 2021 Eqn. 18-2 (4.25 Me ÷ S3 b)1/2Total Length of Pier: L = 5.41 ft d + h1 + h2 PIER END BEARING PRESSUREPier Base Area: Af = 4.909 ft2 π b2 ÷ 4Pier Weight: wf = 3983.7 # Af L wcDesign Vertical Load: Pt = 6397 # PvVertical Bearing Pressure:ft = 1303.1 psf Pt ÷ AfCheck:PASS 65.2%capacity 1303.1 psf < 2000 psf Pv M Ph h Ground Line h1 h2 Resisting Surface d Pier b Page 19 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 18 of 25 6/10/2025 PIER SHEAR AND MOMENT Ho = 0.547 kip/ft Ph ÷ bMo = 3.052 k-ft/ft (M + Ph (h + h1 + h2)) ÷ bE = 5.58 ft Mo ÷ HoDistance to Pivot Point:a = 5.696 ft d (4 E ÷ d + 3) ÷ (6 E ÷ d + 4)Maximum Shear: Vmax = 2.584 kipMaximum Moment: Mmax = 9.415 k-ft PIER PLAIN CONCRETE STRESSESAxial Compressive Stresses: fa = 12.54 psi (Pv + Af (h1 + h2 + a/2) 0.15) ÷ AfFlexural Stress: fb = 42.62 psi Mmax ÷ (π b3 ÷ 32)Combined Compression Stress: fc = 55.16 psi fb + faAllowable Stress:Fc = 1022.7 psi 0.4675 f'c ÷ 1.6Check:PASS 5.4%capacityCombined Tension Stress: ft = 30.08 psi fb - faAllowable Stress:Ft = 101.68 psi 2.75 (f'c)1/2 ÷ 1.6Check:PASS 29.6%capacityShear Stress: fv = 3.66 psi Vmax ÷ (π b2 ÷ 4)Allowable Stress:Fv = 49.3 psi 4/3 (f'c)1/2 ÷ 1.6Check:PASS 7.4%capacity Page 20 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 19 of 25 6/10/2025 BASE PLATE DESIGNDesign Reference: AISC Design Guide 01: Base Plate and Anchor Rod Design LOADING (see RISA output)Axial Compressive Load: Pa = 6.397 kipUplift: Pw = 1.261 kipStrong Axis Shear: Vaz = 1.861 kipWeak Axis Shear: Vay = 1.058 kipStrong Axis Moment: Maz = 7.920 k-ftWeak Axis Moment: May = 6.945 k-ft COMPONENT PROPERTIESColumn Ultimate Strength: FuC = 58 ksiColumn Profile Shape:Rectangular HSSColumn Depth:d = 6 inColumn Width:b = 6 inColumn Nominal Thickness: tnC = 0.1875 inColumn Design Thickness: tdesC = 0.174 in AISC 360-16, B4.2Plate Yield Strength: FyP = 36 ksiBase Plate Length:N = 12 inBase Plate Width:B = 12 inAnchor Hole Diameter:D = 0.875 inAnchor Column Spacing: Cs = 9 inAnchor Row Spacing: Rs = 9 inEdge Distance Strong Axis: EDz = 1.5 inEdge Distance Weak Axis: EDy = 1.5 inConcrete Support Length:L = 30 inConcrete Support Width:W = 30 inConcrete Compressive Strength: f'c = 3.5 ksiAnchor Bolt Type:ASTM F1554 Grade 36Total Number of Anchors:4Anchor Bolt Diameter: dA = 0.75 inAnchor Bolt Strength: FuA = 58 ksi CONCRETE BEARINGConcrete Compressive Strength: f'c = 3.5 ksiArea of Base Plate: A1 = 144 in2Effective Conc. Support Length:L' = 21.213 inEffective Conc. Support Width:W' = 21.213 inArea of Concrete Support: A2 = 449.991 in2Design Case:3Safety Factor:Ω = 2.5Required Base Plate Area: A1(req) = 2.688 in2 Plate size is OK. Page 21 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 20 of 25 6/10/2025 CONCENTRIC COMPRESSIVE AXIAL LOADSNominal Bearing Strength: Pp = 757.304 kip AISC 360 Eqn. J8-2Check if inequality is met:TRUE Plate size is OK.Max. Concrete Bearing Stress: fp(max) = 5.259 ksiAllowable Bearing Stress: fpa(max) = 2.104 ksiBearing Interface Based on N:m = 3.15 inBearing Interface Based on B:n = 3.15 inX = N/Aλ = N/Aλn' = N/ACritical Base Plate Cantilever:l = 3.15Safety Factor: Ωc = 1.67Minimum Plate Thickness: tmin = 0.202 in LOAD DISTRIBUTION (STRONG AXIS) Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 14.857 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.873 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -17.714 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.03 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<m therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -447.504 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.086 in AISC DG1 Eqn. 3.3.15bLarge Moment Procedure Section 3.4 GOVERNSAnchor Dist. to Column Center:f = 4.5 inCheck Possibility of Solution:TRUE AISC DG1 Eqn. 3.4.4 Plate size is OK.Bearing Length:Y = 0.478 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<m therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.736 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 2.836 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.587 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.375 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.263 in AISC DG1 Eqn. 3.4.7b LOAD DISTRIBUTION (WEAK AXIS) Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 13.028 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.873 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -14.056 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.038 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<n therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -301.002 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.003 in AISC DG1 Eqn. 3.3.15b Page 22 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 21 of 25 6/10/2025 Large Moment Procedure Section 3.4 GOVERNSAnchor Dist. to Column Center:f = 4.5 inCheck Possibility of Solution:TRUE AISC DG1 Eqn. 3.4.4 Plate size is OK.Bearing Length:Y = 0.432 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<n therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.702 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 2.255 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.587 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.298 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.235 in AISC DG1 Eqn. 3.4.7b PLATE FLEXURAL YIELDING (COMPRESSION) (STRONG AXIS)Nominal Bending Stress: Mn = 6.891 kip-ft FyP (tP)2 / 4Safety Factor: Ω3 = 1.67 AISC DG1, 3.3.13Bend Capacity per Unit Width: Ma = 0.344 kip-ft/in Mn / Ω3Bearing Stress Increase Factor: α = 1.768 AISC DG1, 3.1.1 Min. of 2, (A2 / A1)1/2Nominal Bearing Stress: Rn = 5.26 ksi 0.85 f'c αSafety Factor: Ω4 = 2.31 ACI 318-14, Table 22.8.3.2Allowable Bearing Stress: Ra = 2.277 ksi Rn / Ω4Strong Axis Req. Bearing Stress: fpz = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.264 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.141Side Bending per Unit Width: Mpl2 = 0.133 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.264 kip-ft/in AISC DG1, 3.1.2Unity Check:0.770 PASS PLATE FLEXURAL YIELDING (COMPRESSION) (WEAK AXIS)Weak Axis Req. Bearing Stress: fpy = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.241 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.128Side Bending per Unit Width: Mpl2 = 0.12 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.241 kip-ft/in AISC DG1, 3.1.2Unity Check:0.700 PASS PLATE FLEXURAL YIELDING (TENSION) (STRONG AXIS)Effective Width of Plate Section: be = 3.15 inNominal Bending Stress: Mn = 21.705 kip-ftBend Capacity per Unit Width: Ma = 1.083 kip-ft/in Mn / Ω3Moment Arm for Anchor Bolt:x = 1.587 in AISC DG1, Eqn. 3.4.6Tension Moment at Anchor Bolt: Mpl = 0.375 kip-ft/inUnity Check:0.350 PASSUse 7/8'' thick plate minimum.Governing: Plate Flexural Yielding Page 23 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 22 of 25 6/10/2025 PLATE TO COLUMN WELDWelding Electrode: FEXX = 70 ksiAllowable Electrode Strength: Fw = 42 ksi 0.60 FEXXTrial Weld Size: tw = 4/16 inSafety Factor: Ωw = 2Allowable Weld Stress: Raw = 2.227 kip-ft/in (0.6 Fw tw 0.707) / ΩwWeld Section, Strong Axis: Sw = 48 in2 b d + (d2 / 3)Allowable Weld Moment: Maw = 106.896 k-in Raw SwUnity Check, Strong Axis Moment:0.890 PASSWeld Section, Weak Axis: Sw = 48 in2 d b + (b2 / 3)Allowable Weld Moment: Maw = 106.896 k-in Raw SwUnity Check, Weak Axis Moment:0.780 PASSEffective Weld Length: lw = 24 in 2 (b + d)Weld Area: Aw = 4.243 in2 lw (tw / √2)Allowable Weld Stress: Raw = 89.103 kip Fw Aw / ΩwUnity Check, Lateral:0.020 PASS ANCHOR BOLT SHEARResultant Shear Force: Vu = 2.141 kip √(Vuz2 + Vuy2)Nominal Shear Stress: Fnv = 26.1 ksi AISC 360-16, Table J3.2 0.45 FuABolt Cross Sectional Area: Ab = 0.442 in2Safety Factor: Ωa = 2Nominal Shear Stress Rn = 23.072 kip Fnv Ab NtaBolt Shear Rupture Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.190 PASS ANCHOR BOLT TENSION Note: Prying effects are ignored.Anchor Tension: Ta = 2.836 kipRequired Tensile Stress: frt = 6.416 ksi Ta / AbNominal Tensile Stress: Fnt = 43.5 ksi AISC 360-16, Table J3.2 0.75 FuACheck User Note Limit: TRUE Bolt Tensile Check is not required. Condition: [frt /(Fnt / Ωa)] ≤ 0.3Nominal Tensile Stress: Rn = 19.227 kip Fnt AbBolt Tensile Strength: Ra = 9.614 kip Rn / ΩaUnity Check:0.290 PASS ANCHOR BOLT BEARING ON BASE PLATEAngle Between Force and Z-Axis:θ = 60.381 degreesAnchor Hole Center to Edge: dc = 0.438 inMinimum Clear Distance: Lc = 1.287 inBolt Shear Strength: Rn-bolt = 11.536 kip Fnv AbNominal Bolt Bearing Stress: Rn = 23.072 kipBolt Bearing Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.190 PASS Page 24 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 23 of 25 6/10/2025 ANCHOR DESIGNDesign Reference: ACI 318 ANCHOR PROPERTIESAnchor Type:Anchor Diameter: da = 0.75 inEffective Cross-Sectional Area: Ase,N = 0.442 in2Anchor Steel Yield Strength: fya = 36 ksi ASTM F1554 Grade 36Specified Ultimate Strength: fu = 58 ksiAnchor Steel Tensile Strength: futa = 58 ksi lesser of fu and 1.9 fyaNominal Tensile Strength: Nsa = 25.636 kip ACI 318, Eqn. 17.4.1.2 Ase,N futa LAYOUT PROPERTIESSingle Anchor?Number of Tension Anchors:n = 2Effective Embedment Depth: hef = 9 inLimited Embedment Depth: h'ef = 6.539 in ACI 318, 17.4.2.3 larger of (ca,max)/1.5 and s/3Distance to Concrete Edge: ca1 = 9.809 inDistance to Concrete Edge: ca2 = 9.809 inMax Distance to Concrete Edge: ca,max = 9.809 inAnchor Column Spacing: s1 = 9 inAnchor Row Spacing: s2 = 9 inMax Spacing Between Anchors:s = 9 inAnchor located less than 1.5hef from three or more edges? TRUETherefore use Limited Embedment Depth. CONCRETE BREAKOUT STRENGTH IN TENSIONConcrete Compressive Strength: f'c = 3500 psiConcrete Breakout Coefficient: kc = 24Mechanical Modification Factor:λ = 1.0 ACI 318, Table 19.2.4.2 NormalweightMechanical Modification Factor: λa = 1.0 ACI 318, 17.2.6Basic Breakout Strength: Nb = 23.742 kip ACI 318, Eqn. 17.4.2.2a kc λa √(f'c) hef1.5Projected Concrete Failure Area: ANc = 769.654 in2Projected Concrete Failure Area: ANco = 384.827 in2 ACI 318, Eqn. 17.4.2.1c 9 hef2Eccentricity Factor: ψec,N = 1.00 ACI 318, Eqn. 17.4.2.4 1 / [1 + (2 e'N / 3 hef)]Group Tension Eccentricity: e'N = 0 inEdge Proximity Factor: ψed,N = 1.00 ACI 318, 17.4.2.5Cracked Concrete Factor: ψc,N = 1.00 ACI 318, 17.4.2.6Reinforcement Factor: ψcp,N = 1.00 ACI 318, 17.4.2.7Critical Edge Distance:cac = 18 in ACI 318, 17.7.6 2 hefSingle Anchor Breakout Strength: Ncb = 47.484 kip ACI 318, Eqn. 17.4.2.1a (ANc / ANco) ψed,N ψc,N ψcp,N NbAnchor Group Breakout Strength:Ncbg = 47.484 kip ACI 318, Eqn. 17.4.2.1b (ANc / ANco) ψec,N ψed,N ψc,N ψcp,N Nb Cast-In FALSE Page 25 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 24 of 25 6/10/2025 PULLOUT STRENGTH IN TENSIONNet Bearing Area: Abrg = 1.353 in2Cracked Concrete Factor: ψc,p = 1.00 ACI 318, 17.4.3.6Pullout Strength in Tension:Np = 37.884 kip ACI 318, Eqn. 17.4.3.4 8 Abrg f'cNominal Pullout Strength:Npn = 37.884 kip ACI 318, Eqn. 17.4.3.1 ψc,p Np CONCRETE SIDE-FACE BLOWOUTDeep Embedment? hef > 2.5ca1Close Spacing?Therefore this section does not apply.Single Anchor Breakout Strength: Nsb = 54 kip ACI 318, Eqn. 17.4.4.1 160 ca1 √(Abrg) λa √(f'c)Anchor Group Breakout Strength:Nsbg = 62.258 kip ACI 318, Eqn. 17.4.4.2 [1 + (s / 6ca1)] Nsb BOND STRENGTH OF ADHESIVE ANCHOR IN TENSIONBasic Bond Strength: Nba = 26.719 kip ACI 318, Eqn. 17.4.5.2 λa τcr π da hefProjected Influence Area: ANa = 868.127 in2Projected Influence Area: ANao = 454.116 in2 ACI 318, Eqn. 17.4.5.1c (2CNa)2Full Bond Strength Distance: CNa = 10.655 in ACI 318, Eqn. 17.4.5.1d 10 da √(τuncr / 1100)Bond Stress in Uncracked Conc.: τuncr = 2220 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Bond Stress in Cracked Conc.: τcr = 1260 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Eccentricity Factor: ψec,Na = 1.00 ACI 318, Eqn. 17.4.5.3 1 / [1 + (e'N / CNa)]Edge Proximity Factor: ψed,Na = 0.98 ACI 318, 17.4.5.4Reinforcement Factor:ψcp,Na = 0.59 ACI 318, 17.4.5.5Single Anchor Bond Strength: Na = 29.533 kip ACI 318, Eqn. 17.4.5.1a (ANa / ANao) ψed,Na ψcp,Na NbaAnchor Group Bond Strength:Nag = 29.533 kip ACI 318, Eqn. 17.4.5.1b (ANa / ANao) ψec,Na ψed,Na ψcp,Na Nba STEEL STRENGTH IN SHEARUse built-up grout pad?Number of Threads per Inch: nt = 10Effective Cross-Sectional Area:Ase,V = 0.334 in2 π/4 [da - (0.9743/nt)]2Nominal Shear Strength:Vsa = 19.372 kip ACI 318, Eqn. 17.5.1.2 Ase,V futa CONCRETE BREAKOUT STRENGTH IN SHEARLoad-Bearing Length: le = 9 in le = hefBasic Breakout Strength: Vb(a) = 18.111 kip ACI 318, Eqn. 17.5.2.2a [7 (le/da)0.2 √(da)] λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb(b) = 16.357 kip ACI 318, Eqn. 17.5.2.2b 9λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb = 16.357 kip smaller of Vb(a) and Vb(b)Projected Concrete Failure Area: AVc = 360.812 in2 1.5 ca1 (1.5 ca1 + ca2)Projected Concrete Failure Area: AVco = 432.974 in2 ACI 318, Eqn. 17.5.2.1c 4.5(ca1)2Eccentricity Factor: ψec,V = 1.00 ACI 318, Eqn. 17.5.2.5 1 / [1 + (2e'V / 3ca1)]Group Shear Eccentricity: e'V = 0 inEdge Proximity Factor: ψed,V = 0.90 ACI 318, 17.5.2.6Cracked Concrete Factor: ψc,V = 1.00 ACI318, 17.5.2.7Concrete Thickness Factor:ψh,V = 1.28 ACI 318, Eqn. 17.5.2.8 √(1.5ca1 / hef)Single Anchor Breakout Strength: Vcb = 15.703 kip ACI 318, Eqn. 17.5.2.1a (AVc / AVco) ψed,V ψc,V ψh,V VbAnchor Group Breakout Strength:Vcbg = 15.703 kip ACI 318, Eqn. 17.5.2.1b (AVc / AVco) ψec,V ψed,V ψc,V ψh,V Vb FALSETRUE FALSE Page 26 of 111 Project Number: 224730-1 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 25 of 25 6/10/2025 CONCRETE PRYOUT STRENGTH IN SHEARPryout Strength Coefficient: kcp = 2.0 ACI 318, 17.5.3.1Basic Pryout Strength: Ncp = 47.484 kipBasic Pryout Strength:Ncpg = 47.484 kipSingle Anchor Pryout Strength: Vcp = 94.968 kip ACI 318, Eqn. 17.5.3.1a kcp NcpAnchor Group Pryout Strength:Vcpg = 94.968 kip ACI 318, Eqn. 17.5.3.1b kcp Ncpg INTERACTION OF TENSILE AND SHEAR FORCESFactored Tensile Force: Nua = 2.836 kipFactored Shear Force: Vua = 2.141 kipStrength in Tension: Nn = 25.636 kipStrength in Shear: Vn = 15.703 kipStrength Reduction Factor:ϕ = 0.6Unity Check:0.41 PASS ACI 318, Eqn. 17.6.3 (Nua/ϕNn) + (Vua/ϕVn) ≤ 1.2 Page 27 of 111 Page 28 of 111 Page 29 of 111 Page 30 of 111 Page 31 of 111 Page 32 of 111 Page 33 of 111 Page 34 of 111 Page 35 of 111 Page 36 of 111 Page 37 of 111 Page 38 of 111 Page 39 of 111 Page 40 of 111 Page 41 of 111 Page 42 of 111 Page 43 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:49:19 PM RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A500-B 29000 11154 0.3 0.65 0.49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Post HSS6X6X3 Column Tube A500-B Columns 3.98 22.3 22.3 35 2 Rafter HSS6X6X3 Beam Tube A500-B Beams 3.98 22.3 22.3 35 3 EdgeBeam HSS5X3X3 Beam Tube A500-B Beams 2.58 3.85 8.53 8.64 4 Purlin HSS6X3X3 Beam Tube A500-B Beams 2.93 4.55 13.4 11.1 Hot Rolled Steel Design Parameters Label Shape Length [in] Lcomp top [in] Channel Conn. a [in] Function 1 M1 Post 97.575 Lbyy N/A N/A Lateral 2 M2 Post 117.522 Lbyy N/A N/A Lateral 3 M3 Post 97.575 Lbyy N/A N/A Lateral 4 M4 Post 117.522 Lbyy N/A N/A Lateral 5 M5 Post 97.575 Lbyy N/A N/A Lateral 6 M6 Post 117.522 Lbyy N/A N/A Lateral 7 M7 Post 97.575 Lbyy N/A N/A Lateral 8 M8 Post 117.522 Lbyy N/A N/A Lateral 9 M9 Rafter 265.008 Lbyy N/A N/A Lateral 10 M10 Rafter 265.008 Lbyy N/A N/A Lateral 11 M11 Rafter 265.008 Lbyy N/A N/A Lateral 12 M12 Rafter 265.008 Lbyy N/A N/A Lateral 13 M13 EdgeBeam 231 Lbyy N/A N/A Lateral 14 M14 EdgeBeam 231 Lbyy N/A N/A Lateral 15 M15 EdgeBeam 216 Lbyy N/A N/A Lateral 16 M16 EdgeBeam 216 Lbyy N/A N/A Lateral 17 M17 EdgeBeam 231 Lbyy N/A N/A Lateral 18 M18 EdgeBeam 231 Lbyy N/A N/A Lateral 19 M19 Purlin 216 Lbyy N/A N/A Lateral 20 M20 Purlin 216 Lbyy N/A N/A Lateral 21 M21 Purlin 216 Lbyy N/A N/A Lateral 22 M22 Purlin 216 Lbyy N/A N/A Lateral 23 M23 Purlin 216 Lbyy N/A N/A Lateral 24 M24 Purlin 216 Lbyy N/A N/A Lateral Node Loads and Enforced Displacements (BLC 8 : W Longitudinal) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L X 0.044 2 N12 L X 0.044 3 N13 L X 0.044 4 N14 L X 0.044 5 N23 L X 0.044 6 N24 L X 0.044 7 N25 L X 0.044 8 N26 L X 0.044 Page 44 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:49:19 PM RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Node Loads and Enforced Displacements (BLC 9 : W Minimum) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L Z 0.145 2 N12 L Z 0.145 3 N13 L Z 0.145 4 N14 L Z 0.145 5 N23 L Z 0.291 6 N24 L Z 0.291 7 N25 L Z 0.291 8 N26 L Z 0.291 Node Loads and Enforced Displacements (BLC 10 : E Transverse) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L Z 1.346 2 N12 L Z 1.346 3 N13 L Z 1.346 4 N14 L Z 1.346 5 N23 L Z 1.346 6 N24 L Z 1.346 7 N25 L Z 1.346 8 N26 L Z 1.346 Node Loads and Enforced Displacements (BLC 11 : E Longitudinal) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L X 1.346 2 N12 L X 1.346 3 N13 L X 1.346 4 N14 L X 1.346 5 N23 L X 1.346 6 N24 L X 1.346 7 N25 L X 1.346 8 N26 L X 1.346 Member Area Loads (BLC 1 : D) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B -5 -5 -5 -5 Yes Member Area Loads (BLC 2 : Lr) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B -20 -20 -20 -20 Yes Member Area Loads (BLC 3 : S balanced) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B 0 0 0 0 Yes Page 45 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:49:19 PM RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Member Area Loads (BLC 4 : W Transverse case A-0) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N5 N6 N3 Perp A-B 0 0 0 0 Yes 2 N5 N2 N4 N6 Perp A-B 9.9 9.9 9.9 9.9 Yes Member Area Loads (BLC 5 : W Transverse case B-0) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N5 N6 N3 Perp A-B 22.5 22.5 22.5 22.5 Yes 2 N5 N2 N4 N6 Perp A-B 0.5 0.5 0.5 0.5 Yes Member Area Loads (BLC 6 : W Transverse case A-180) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N5 N2 N4 N6 Perp A-B -17.3 -17.3 -17.3 -17.3 Yes 2 N1 N5 N6 N3 Perp A-B -19.1 -19.1 -19.1 -19.1 Yes Member Area Loads (BLC 7 : W Transverse case B-180) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N5 N2 N4 N6 Perp A-B -12.1 -12.1 -12.1 -12.1 Yes 2 N1 N5 N6 N3 Perp A-B -2.9 -2.9 -2.9 -2.9 Yes Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N7 max 0.383 14 3.482 14 0.468 2 0 37 0 37 5.429 37 2 min -0.799 37 -0.617 25 -1.034 36 0 1 0 1 -0.982 14 3 N8 max 0.304 14 3.652 14 0.098 25 0 37 0 37 6.17 37 4 min -0.807 37 0.016 24 -0.975 32 0 1 0 1 -0.952 14 5 N9 max 0.105 25 3.478 14 0.468 2 0 37 0 37 5.819 31 6 min -0.945 31 -0.615 25 -1.034 36 0 1 0 1 -0.276 25 7 N10 max 0.011 24 3.656 14 0.098 25 0 37 0 37 6.572 31 8 min -0.924 31 0.015 24 -0.975 32 0 1 0 1 -0.034 24 9 N19 max 0.008 25 6.155 14 0.996 2 0 37 0 37 6.09 31 10 min -1.049 31 -1.171 25 -0.96 36 0 1 0 1 -0.017 25 11 N20 max 0 24 6.397 14 0.187 25 0 37 0 37 6.945 31 12 min -1.037 31 -0.05 24 -1.368 32 0 1 0 1 -0.001 24 13 N21 max 0.048 14 6.159 14 0.996 2 0 37 0 37 6.029 31 14 min -1.03 37 -1.173 25 -0.96 36 0 1 0 1 -0.116 14 15 N22 max 0.038 14 6.393 14 0.187 25 0 37 0 37 6.88 31 16 min -1.022 37 -0.049 24 -1.368 32 0 1 0 1 -0.13 14 17 Totals:max 0 32 39.371 14 0.75 25 18 min -7.538 31 -2.292 25 -7.538 30 Envelope Maximum Member Section Forces Member Axial[k]Loc[in]LC y Shear[k]Loc[in]LC z Shear[k]Loc[in]LC Torque[k-ft]Loc[in]LC y-y Moment[k-ft]Loc[in]LC z-z Moment[k-ft]Loc[in]LC 1 M1 max 3.482 0 14 0.462 97.575 2 0.383 97.575 14 0 97.575 37 5.429 0 37 8.333 97.575 36 2 min -0.683 97.575 25 -1.025 0 36 -0.802 0 37 0 0 1 -1.09 97.575 37 -3.76 97.575 2 3 M2 max 3.652 0 14 0.098 117.52225 0.304 117.52214 0 117.52237 6.17 0 37 10.142 117.52232 4 min -0.064 117.52224 -1.036 0 32 -0.81 0 37 0 0 1 -1.761 117.52237 -0.96 117.52225 5 M3 max 3.478 0 14 0.462 97.575 2 0.105 97.575 25 0 97.575 37 5.819 0 31 8.333 97.575 36 6 min -0.681 97.575 25 -1.025 0 36 -0.951 0 31 0 0 1 -2.61 97.575 33 -3.76 97.575 2 7 M4 max 3.656 0 14 0.098 117.52225 0.011 117.52224 0 117.52237 6.572 0 31 10.142 117.52232 Page 46 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:49:19 PM RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Envelope Maximum Member Section Forces (Continued) Member Axial[k]Loc[in]LC y Shear[k]Loc[in]LC z Shear[k]Loc[in]LC Torque[k-ft]Loc[in]LC y-y Moment[k-ft]Loc[in]LC z-z Moment[k-ft]Loc[in]LC 8 min -0.064 117.52224 -1.036 0 32 -0.933 0 31 0 0 1 -3.071 117.52233 -0.961 117.52225 9 M5 max 6.155 0 14 0.977 97.575 2 0.008 97.575 25 0 97.575 37 6.09 0 31 7.814 97.575 36 10 min -1.237 97.575 25 -0.961 0 36 -1.058 0 31 0 0 1 -2.513 97.575 31 -7.942 97.575 2 11 M6 max 6.397 0 14 0.188 117.52225 0 117.52224 0 117.52237 6.945 0 31 14.447 117.52232 12 min -0.129 117.52224 -1.475 0 32 -1.049 0 31 0 0 1 -3.328 117.52231 -1.844 117.52225 13 M7 max 6.159 0 14 0.977 97.575 2 0.048 97.575 14 0 97.575 37 6.029 0 31 7.815 97.575 36 14 min -1.239 97.575 25 -0.961 0 36 -1.036 0 37 0 0 1 -2.399 97.575 37 -7.942 97.575 2 15 M8 max 6.393 0 14 0.188 117.52225 0.038 117.52214 0 117.52237 6.88 0 31 14.447 117.52232 16 min -0.129 117.52224 -1.475 0 32 -1.029 0 31 0 0 1 -3.211 117.52237 -1.844 117.52225 17 M9 max 0.639 19.527 14 1.9 19.527 14 0.325 16.737 14 2.046 265.00814 0.464 16.737 2 11.307 245.481 32 18 min -0.196 245.481 36 -2.25 245.481 32 -0.22 248.271 33 -2.1 0 14 -0.204 265.008 13 -7.991 19.527 36 19 M10 max 0.639 19.527 14 1.9 19.527 14 0.204 265.008 2 2.701 16.737 33 0.246 248.271 37 11.31 245.481 32 20 min -0.196 245.481 36 -2.25 245.481 32 -0.326 0 14 -2.958 248.27133 -0.465 16.737 2 -7.992 19.527 36 21 M11 max 1.331 19.527 14 3.878 19.527 14 0.085 265.008 33 2.627 16.737 31 0.353 265.008 31 16.346 245.481 32 22 min -0.194 245.481 25 -4.325 245.481 14 -0.073 0 31 -3.192 248.27131 -0.4 16.737 31 -11.486 89.266 14 23 M12 max 1.331 19.527 14 3.879 19.527 14 0.067 265.008 37 2.514 16.737 37 0.322 265.008 37 16.343 245.481 32 24 min -0.194 245.481 25 -4.324 245.481 14 -0.063 0 37 -3.075 248.27137 -0.351 16.737 37 -11.485 89.266 14 25 M13 max 0.325 231 14 1.048 17.021 14 0.073 17.021 2 0.045 231 25 0.151 82.674 33 3.485 231 33 26 min -0.108 17.021 25 -1.044 231 14 -0.089 231 2 -0.189 17.021 14 -0.391 231 14 -1.745 114.28414 27 M14 max 0.22 231 33 1.017 17.021 14 0.076 17.021 2 0.127 231 14 0.135 17.021 37 3.727 231 33 28 min 0 0 1 -1.019 231 14 -0.086 231 2 0 0 1 -0.393 231 33 -1.732 114.28414 29 M15 max 0.318 216 14 1.023 0 14 0.079 0 2 0 216 14 0.113 109.137 2 3.163 216 33 30 min -0.116 0 25 -1.024 216 14 -0.079 216 2 -0.001 0 37 -0.3 216 33 -1.485 106.863 14 31 M16 max 0.165 216 2 0.997 0 14 0.079 0 2 0.003 216 31 0.127 0 37 3.362 216 33 32 min -0.001 0 29 -0.996 216 14 -0.079 216 2 0 0 24 -0.322 216 33 -1.449 109.137 14 33 M17 max 0.326 213.979 14 1.048 0 14 0.089 0 2 0.189 213.97914 0.149 148.326 14 3.4 0 14 34 min -0.108 0 25 -1.044 213.979 14 -0.072 213.979 2 -0.044 0 25 -0.392 0 14 -1.764 116.71614 35 M18 max 0.204 213.979 2 1.016 0 14 0.086 0 2 0 231 37 0.122 143.463 14 3.273 0 14 36 min -0.04 0 37 -1.021 213.979 14 -0.077 213.979 33 -0.127 0 14 -0.373 0 14 -1.713 116.71614 37 M19 max 0.083 216 33 1.931 0 14 0.149 0 2 0.018 216 25 0.695 109.137 2 2.955 109.137 25 38 min -0.009 0 29 -2.027 216 14 -0.156 216 2 -0.24 0 14 0 0 1 -9.048 109.137 14 39 M20 max 0.059 156.884 13 1.979 0 14 0.152 0 2 0 216 24 0.685 109.137 2 2.892 109.137 25 40 min -0.037 0 26 -1.979 216 14 -0.152 216 2 -0.001 0 31 0 0 1 -8.904 106.863 14 41 M21 max 0.076 216 2 2.027 0 14 0.156 0 2 0.24 216 14 0.695 106.863 2 2.955 106.863 25 42 min -0.015 0 37 -1.931 216 14 -0.149 216 2 -0.018 0 25 0 0 1 -9.048 106.863 14 43 M22 max 0.109 216 14 1.878 0 14 0.149 0 2 0.262 216 14 0.695 109.137 2 0.658 109.137 24 44 min -0.018 138.695 24 -1.972 216 14 -0.156 216 2 -0.039 0 25 0 0 1 -8.802 109.137 14 45 M23 max 0.14 216 14 1.925 0 14 0.152 0 2 0 216 37 0.685 109.137 2 0.638 109.137 24 46 min -0.035 0 25 -1.925 216 14 -0.152 216 2 0 0 14 0 0 1 -8.662 106.863 14 47 M24 max 0.108 216 14 1.972 0 14 0.156 0 2 0.039 216 25 0.695 106.863 2 0.658 106.863 24 48 min -0.018 131.874 24 -1.878 216 14 -0.149 216 2 -0.262 0 14 0 0 1 -8.802 106.863 14 Page 47 of 111 Detail Report: M4 Load Combination:Envelope Code check:0.647 (LC 32) y z y z x Input Data Shape:HSS6X6X3 Member Type:Column Length (in):117.522 Material Type:Hot Rolled Steel Design Rule:Columns Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N10 J Node:N14 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M4 N10 N14 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 32 - -- - Applied Loading - Shear + Torsion 32 - -- - Axial Tension Analysis 32 0 k 109.629 k - - Axial Compression Analysis 32 3.27 k 92.878 k - - Flexural Analysis (Strong Axis)32 10.142 k-ft 18.501 k-ft - - Flexural Analysis (Weak Axis)- 1.496 k-ft 18.501 k-ft - - Shear Analysis (Major Axis y)32 1.036 k 31.506 k 0.033 PASS Shear Analysis (Minor Axis z)32 0.225 k 31.506 k 0.007 PASS Bending & Axial Interaction Check (UC Bending Max)32 - -0.647 PASS Torsional Analysis 32 0 k-ft 16.24 k-ft 0 PASS RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:50:22 PM Page 48 of 111 Detail Report: M18 Load Combination:Envelope Code check:0.403 (LC 14) y z y z x Input Data Shape:HSS5X3X3 Member Type:Beam Length (in):231 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N30 J Node:N4 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M18 N30 N4 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 14 - -- - Applied Loading - Shear + Torsion 14 - -- - Axial Tension Analysis 14 0 k 71.066 k - - Axial Compression Analysis 14 0.202 k 10.845 k - - Flexural Analysis (Strong Axis)14 3.273 k-ft 9.664 k-ft - - Flexural Analysis (Weak Axis)- 0.373 k-ft 6.794 k-ft - - Shear Analysis (Major Axis y)14 1.522 k 25.755 k 0.059 PASS Shear Analysis (Minor Axis z)14 0.328 k 14.252 k 0.023 PASS Bending & Axial Interaction Check (UC Bending Max)14 - -0.403 PASS Torsional Analysis 14 0.127 k-ft 6.509 k-ft 0.02 PASS RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:50:23 PM Page 49 of 111 Detail Report: M10 Load Combination:Envelope Code check:0.628 (LC 32) y z y z x Input Data Shape:HSS6X6X3 Member Type:Beam Length (in):265.008 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N17 J Node:N18 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M10 N17 N18 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 32 - -- - Applied Loading - Shear + Torsion 33 - -- - Axial Tension Analysis 32 0 k 109.629 k - - Axial Compression Analysis 32 0.064 k 47.179 k - - Flexural Analysis (Strong Axis)32 11.31 k-ft 18.501 k-ft - - Flexural Analysis (Weak Axis)- 0.291 k-ft 18.501 k-ft - - Shear Analysis (Major Axis y)33 6.906 k 31.506 k 0.219 PASS Shear Analysis (Minor Axis z)33 5.843 k 31.506 k 0.185 PASS Bending & Axial Interaction Check (UC Bending Max)32 - -0.628 PASS Torsional Analysis 32 0.02 k-ft 16.24 k-ft 0.001 PASS RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:50:25 PM Page 50 of 111 Detail Report: M24 Load Combination:Envelope Code check:0.765 (LC 14) y z y z x Input Data Shape:HSS6X3X3 Member Type:Beam Length (in):216 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N38 J Node:N36 I Release:BenPIN J Release:BenPIN I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M24 N38 N36 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 14 - -- - Applied Loading - Shear + Torsion 14 - -- - Axial Tension Analysis 14 0 k 80.707 k - - Axial Compression Analysis 14 0.108 k 14.658 k - - Flexural Analysis (Strong Axis)14 8.802 k-ft 12.831 k-ft - - Flexural Analysis (Weak Axis)- 0.563 k-ft 7.464 k-ft - - Shear Analysis (Major Axis y)14 3.018 k 31.506 k 0.096 PASS Shear Analysis (Minor Axis z)14 0.6 k 14.252 k 0.042 PASS Bending & Axial Interaction Check (UC Bending Max)14 - -0.765 PASS Torsional Analysis 14 0.262 k-ft 7.863 k-ft 0.033 PASS RISA-3D Version 22 [ Monoslope 224730-1.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Shelter 22' x 56.5' Checked By : __________ 6/10/2025 9:50:26 PM Page 51 of 111 Page 52 of 111 Page 53 of 111 Page 54 of 111 Detail Report: F3 Input Data Length (ft):4.5 Width (ft):4.5 Thickness (in):12 Height (in):24 Rot. Angle (deg):0 eX (in):0 eZ (in):0 pX (in):24 pZ (in):24 Gross Allow. Bearing (ksf):2 (gross) Design Code:ACI 318-19 Minimum Steel:.0018 Maximum Steel:.0075 Material Properties Material:Conc3500NW E (ksi):3409 G (ksi):1482 Nu:0.15 Therm. Coef (1e F ):5o -1 0.6 Density (k/ft ):3 0.145 f'c (ksi):3.5 λ:1 Tension Bar Fy (ksi):60 Shear Bar (ksi):60 Design Properties Footing Top Bar Cover (in):1.5 Footing Bottom Bar Cover (in):3 Pedestal Longitudinal Bar Cover (in):1.5 Overturning / Sliding SF:1 Coefficient of Friction:0.3 Passive Resistance of Soil (k):0 Φ for Flexure:0.9 Φ for Shear:0.75 Φ for Bearing:0.65 Footing Dimensions 4.5 ft 4. 5 f t 1.25 ft 1. 2 5 f t 24 in 24 i n A B CD x z 24 i n 12 i n CD Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (ksf) DL 3.478 -0.945 1.034 -5.819 0.1 +P +Vx A D +Vz D C +Mx D C +Mz A D +Over Design Checks Gov. LC Required Available Unity Check Result Soil Bearing 1 1.3 ksf 2 ksf 0.65 PASS Footing Flexure Design 2 0.717 k-ft 43.896 k-ft 0.067 PASS Footing Shear Check (Bottom Bars)2 2.158 k 22.308 k 0.097 PASS Pedestal Design Shear 2 1.241 k 78.372 k 0.016 PASS Pedestal Design Bending 2 - -0.042 PASS Concrete Bearing Check (Vertical Loads Only)2 5.566 k 2227.68 k 0.002 PASS RISAFoundation Version 16 [ 224730-1_Spread.fnd ] Page 1 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Checked By : __________ 6/10/2025 9:54:52 PM Page 55 of 111 Overturning Check (Service)1 8.654 k-ft 20.698 k-ft 2.392 PASS Sliding Check (Service)1 2.76 k 2.76 k 2.669 PASS Details x z A B CD #4@9 in 4.5 ft 4. 5 f t #4@9 in x Dir. Steel: 1.18 in2 (6 #4) z Dir. Steel: 1.18 in 2 (6 #4) Bottom Rebar Plan 24 i n 12 i n 3 i n 1. 5 i n #4@12 in CDFooting Elevation A B CD #4@16 in 4.5 ft 4. 5 f t #4@16 in x Dir. Steel: 0.79 in2 (4 #4) z Dir. Steel: 0.79 in 2 (4 #4) Top Rebar Plan 1. 5 i n 24 in 24 i n 8#6 Pedestal Rebar Plan RISAFoundation Version 16 [ 224730-1_Spread.fnd ] Page 2 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-1 Monoslope Checked By : __________ 6/10/2025 9:54:53 PM Page 56 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 1 of 25 6/10/2025 PROJECT DATA BUILDING Roof Type:MonoslopeRoof Width:20 ftRoof Length:112.5 ftEave Height:8 ftRoof Pitch:1 : 12 REFERENCE CODES International Building Code:IBC 2021American Society of Civi Engineers:ASCE 7-16Aluminum Association:American Institute of Steel Construction:AISC 360-16American Welding Society:AWS D1.1: 2016 CLASSIFICATION Risk Category:IIIOccupancy:U (non-separated use)Construction Type:II-BFloor Area:2250 sq. ft.Occupant Load: DEAD & LIVE LOADS Roof Dead Load:5 psfCollateral Dead Load:0 psfRoof Live Load:20 psf WIND Wind Importance Factor:1.00Basic Wind Speed:105 mph (3-second gust)Topography:Homogeneous (assumed)Surface Roughness:C (assumed)Wind Exposure:CEnclosure Classification:Open SNOW Snow Importance Factor:1.10Ground Snow Load:0 psf SEISMIC Seismic Importance Factor:1.25Soil Site Class:D (assumed)Spectral Response Acceleration, 0.2 Second, Ss = 1.335Spectral Response Acceleration, 1.0 Second, S1 = 0.477Spectral Response Coefficient, Sds = 1.068Spectral Response Coefficient, Sd1 = 0.58Seismic Design Category:DTransverse Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemLongitudinal Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemTransverse Response Modification Coefficient, RT = 1.25Longitudinal Response Modification Coefficient, RL = 1.25 Aluminum Design Manual 2020 (ADM) 7 sq. ft./occupant = 321 occupants/shelter DESIGN LOADS & CRITERIA Page 57 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 2 of 25 6/10/2025 TABLE OF CONTENTSMaterial Properties 2Frame Analysis 2Wind Loads (MWFRS)3Wind Loads (C&C)5Snow Loads 6Seismic Loads 7Load Combinations 9Roof Deck Analysis 10Post to Rafter Connection 11Edge Beam Connection 13Purlin Connection 14Foundation Analysis 17Base Plate Analysis 19 MATERIAL PROPERTIESComponent Material Ftu (ksi) Fty (ksi) Fcy (ksi) Fsu (ksi) E (ksi) ReferenceSteel Tubing ASTM A500-B 58 46 46 58 29000Steel Plate ASTM A36 58 36 36 58 29000Roof Decking Galvalume 65 50 50 65 29000 ASTM A792 FRAME ANALYSISThe 3D space frame was analyzed using RISA 3D structural engineering software. Code checks were performed by the computer analysis to verify adequate member sizes. See attached sheets for RISA input and output. Page 58 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 3 of 25 6/10/2025 WIND LOADS (Main Wind Force Resisting System) DESIGN PARAMETERSDesign Procedure:ASCE 7-16, 27.4.1Risk Category:III ASCE 7-16, Table 1.5-1Importance Factor: Iw = 1.00 ASCE 7-16, Table 1.5-2Basic Wind Speed:V = 105 mphWind Directionality Factor: Kd = 0.85 ASCE 7-16, Table 26.6-1Exposure Category:C ASCE 7-16, 26.7.3Topographic Factor: Kzt = 1.00 (assumed) ASCE 7-16, 26.8.2Gust Effect Factor:G = 0.85 ASCE 7-16, 26.11.1Enclosure Classification:Open ASCE 7-16,26.12Internal Pressure Coefficient: G Cpi = 0.00 ASCE 7-16, Table 26.13-1Roof Type:Roof Width:20 ftRoof Length:112.5 ftRoof Eave Height: he = 8 ftRoof Angle:θ =5 degreesRoof Peak Height: hp = 9.8 ftRoof Mean Height:h = 8 ftVelocity Pressure Exposure Coefficient:Kh = 0.85 ASCE 7-16, Table 26.10-1Ground Elevation Factor:Ke = 1.00 ASCE 7-16, Table 26.9-1 (conservative approximation)Velocity Pressure: qh = 20.392 ASCE 7-16, Eqn. 26.10-1 0.00256 Kh Kzt Kd Ke V^2 IwWind Blockage:(Less than 50% obstructed below roof)Determine net pressure coefficent, using linear interpolation for values not shown in reference table. For longitudinal wind, say horizontal distance from windward edge is less than h for entire roof area (conservative). Wind Direction, γ Case A Case BNormal to Ridge, γ = 0°ASCE 7-16, Fig. 27.3-4Windward:0 -1.3Leeward:-0.57 -0.03Normal to Ridge, γ = 180°ASCE 7-16, Fig. 27.3-4Windward:1 0.7Leeward:1.1 0.17Parallel to Ridge, γ = 90°-0.8 0.8 ASCE 7-16, Fig. 27.3-7Calculate design wind pressures using equation:p = qh G CN ASCE 7-16, Eqn. 27.3-2 Wind Direction, γ Case A Case BNormal to Ridge, γ = 0°Windward:0 -22.5Leeward:-9.9 -0.5Normal to Ridge, γ = 180°Windward:17.3 12.1Leeward:19.1 2.9Parallel to Ridge, γ = 90°-13.9 13.9 Directional Procedure Net Pressure Coefficients, C N , for MWFRS Design Wind Pressures for MWFRS Pressures are shown in pounds per square foot. Positive pressure acts toward roof surface; negative pressure acts away from roof surface. Clear Wind Flow Monoslope Free Roofs Page 59 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 4 of 25 6/10/2025 Longitudinal Projected Area: AfL ≈ 18 ft2Total Number of Posts:N = 10Rx = 29 # per post 13.9 psf × 18 ft² / 10 MINIMUM DESIGN WIND LOADS The design wind force for open buildings shall not be less than the force p min multiplied by the area A f , which shall be the area of the structure projected on a plane normal to the wind direction. For gable roofs, assume a filled gable.Minimum Wind Load: pmin = 16 psf ASCE 7-16, 27.1.5Transverse Projected Area: AfT ≈ 197 ft2 Pitched Free Roofs Say longitudinal (parallel to ridge) wind pressure on roof surface is covered by the calculated transverse (normal to ridge) wind pressures. Determine lateral wind load on posts by applying longitudinal wind pressure to the area of the structure projected on a plane normal to the wind direction and converting to a reaction which shall be applied to the top of each post. Assume each post takes equal force. For gable roofs, assume a filled gable. Monoslope Free Roofs Page 60 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 5 of 25 6/10/2025 WIND LOADS (Components & Cladding) DESIGN PARAMETERSBuilding Type:ASCE 7-16, 30.1.1Risk Category:III ASCE 7-16, Table 1.5-1Importance Factor: Iw = 1.00 ASCE 7-16, Table 1.5-2Basic Wind Speed:V = 105 mphWind Directionality Factor: Kd = 0.85 ASCE 7-16, Table 26.6-1Exposure Category:C ASCE 7-16, 26.7.3Topographic Factor: Kzt = 1.00 ASCE 7-16, 26.8.2Gust Effect Factor:G = 0.85 ASCE 7-16, 26.11.1Roof Type:Max. Span of Roof Deck: Lpan = 6.5 ftRoof Panel Width: wpan = 1.5 ftRoof Eave Height:he = 8 ftRoof Angle:θ =5 degreesRoof Peak Height: hp = 8.3 ftRoof Mean Height:h = 8 ftVelocity Pressure Exposure Coefficient:Kz = 0.85 ASCE 7-16, Table 26.10-1Ground Elevation Factor:Ke = 1.00 ASCE 7-16, Table 26.9-1Velocity Pressure:qz = 20.392 ASCE 7-16, Eqn. 26.10-1Wind Blockage:(Less than 50% obstructed below roof)Effective Wind Area: Ae = 731.25 ft2 ASCE 7-16, 26.2Actual Tributary Area: At = 9.75 ft2Design Wind Area: A = 731.25 ft2Width of Pressure Coefficient Zone:a = 3 fta² = 9 ft24 a² = 36 ft2 Determine net pressure coefficent, using linear interpolation for values not shown in reference table. Case A Case B Case A Case B Case A Case BA ≤ a²2.93 -3.9 2.2 -1.97 1.47 -1.3a² < A ≤ 4 a²2.2 -1.97 2.2 -1.97 1.47 -1.3A > 4 a²1.47 -1.3 1.47 -1.3 1.47 -1.3ASCE 7-16, Fig. 30.7-1 For simplicity, use Zone 3 pressures for all components (conservative). Calculate design wind pressures using equation:p = qz G CN ASCE 7-16, Eqn. 30.7-1 Case A Case B25.5 -22.5 MINIMUM DESIGN WIND LOADS The design wind pressure for components and cladding shall not be less than a net pressure p min acting in either direction normal to the surface.pmin = 16 psf ASCE 7-16, 30.2.2 Pressures are shown in pounds per square foot. Positive pressure acts toward roof surface; negative pressure acts away from roof surface. Open Buildings Monoslope Free Roofs Zone 3Design Wind Pressures for C&C Clear Wind Flow Lpan wrLpan wpangreater of Ae and Atgreater of 0.1 Lpan and 3 ft Net Pressure Coefficients, C N , for C&C Design Wind Area Zone 3 Zone 2 Zone 1 (conservative approximation)0.00256 Kz Kzt Kd Ke V^2 Iw Page 61 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 6 of 25 6/10/2025 SNOW LOADS Risk Category: III ASCE 7-16, Table 1.5-1Importance Factor: Is = 1.10 ASCE 7-16, Table 1.5-2Ground Snow Load: pg = 0 psfExposure Factor: Ce = 1.00 ASCE 7-16, Table 7.3-1Thermal Factor: Ct = 1.20 ASCE 7-16, Table 7.3-2Flat Roof Snow Load:pf = 0 psf ASCE 7-16, Eqn. 7.3-1 0.7 Ce Ct Is pgRoof Angle:θ =5 degreesSlope Factor: Cs = 1 ASCE 7-16, Fig. 7.4-1Sloped Roof Snow Load: ps = 0 psf ASCE 7-16, Eqn. 7.4-1 Cs pfMinimum Snow Load forLow-Slope Roofs:pm = 0 psf ASCE 7-16, 7.3.4 pg ≤ 20 → pm = Is pgpg > 20 → pm = 20 Is Roof angle less than 15 degrees, therefore minimum shall be applied.Design Use Snow Load: pu = 0 psf Page 62 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 7 of 25 6/10/2025 SEISMIC LOADS DESIGN PARAMETERSBasis of Design:ASCE 7-16, Chapter 12 (Building Structures)Risk Category:III ASCE 7-16, Table 1.5-1Seismic Importance Factor: Ie = 1.25 ASCE 7-16, Table 1.5-2Soil Site Class:D 0Spectral ResponseAcceleration, 0.2 Second:Ss = 1.335Spectral ResponseAcceleration, 1.0 Second:S1 = 0.477Short-Period Site Coefficient:Fa = 1.2Long-Period Site Coefficient:Fv = 1.823Short-Period MCER:SMS = 1.602 Fa SS1s-Period MCER:SM1 = 0.87 Fv S1Spectral Response Coefficient: SDS = 1.068 2/3 SMSSpectral Response Coefficient:SD1 = 0.58 2/3 SM1Seismic Design Category:DDesign Procedure:Equivalent Lateral ForceDesign Dead Load:D = 5 psfStructure Floor Area: A = 2250 ft2Effective Seismic Weight:W = 13492 #ASCE 7-16, 12.7.2Total Number of Posts:N = 10 TRANSVERSE SEISMICTransverse Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemTransverse Response Modification Coefficient:RT = 1.25Seismic Response Coefficient:Cs = 1.068 ASCE 7-16, Eqn. 12.8-2 SDS / (RT / Ie)Minimum Cs, Case A: Cs = 0.059 ASCE 7-16, Eqn. 12.8-5 0.044 SDS Ie ≥ 0.01Minimum Cs, Case B:Cs = 0.239 ASCE 7-16, Eqn. 12.8-6 0.5 S1 / (RT / Ie)S₁ < 0.6, therefore Case B does not apply.Cs = 1.068Seismic Base Shear: V = 14409.5 # ASCE 7-16, Eqn. 12.8-1 Cs WRedundancy Factor:p = 1.3 ASCE 7-16, 12.3.4Horizontal Seismic Load Effect:Eh = 18732.3 # ASCE 7-16, Eqn. 12.4-3 p VVertical Seismic Load Effect: Ev = 2881.9 # ASCE 7-16, Eqn. 12.4-4a 0.2 SDS WOverstrength Required:TRUEOverstrength Factor: Ωo = 1.25 ASCE 7-16, Table 12.2-1Seismic Overstrength Load: Emh = 18011.8 # ASCE 7-16, Eqn. 12.4-7 V ΩoSeismic Load Effect: Ez = 21614.2 # ASCE 7-16, Eqn. 12.4-1/5 E = max(Eh, Emh) + Ev Lateral seismic force shall be resisted by the posts. Assume each post takes equal force.Lateral Seismic Force:Fpz = 2161 # per post Ez / (Number of Posts) Page 63 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 8 of 25 6/10/2025 LONGITUDINAL SEISMICLongitudinal Seismic Force Resisting System:Steel Ordinary Cantilever Column SystemLongitudinal Response Modification Coefficient:RL = 1.25Seismic Response Coefficient: Cs = 1.068 ASCE 7-16, Eqn. 12.8-2 SDS / (RL / Ie)Minimum Cs, Case A: Cs = 0.059 ASCE 7-16, Eqn. 12.8-5 0.044 SDS Ie ≥ 0.01Minimum Cs, Case B: Cs = 0.239 ASCE 7-16, Eqn. 12.8-6 0.5 S1 / (RL / Ie)S₁ < 0.6, therefore Case B does not apply.Cs = 1.068Seismic Base Shear: V = 14409.5 # ASCE 7-16, Eqn. 12.8-1 Cs WRedundancy Factor:p = 1.3 ASCE 7-16, 12.3.4Horizontal Seismic Load Effect: Eh = 18732.3 # ASCE 7-16, Eqn. 12.4-3 p VVertical Seismic Load Effect: Ev = 2881.9 # ASCE 7-16, Eqn. 12.4-4a 0.2 SDS WOverstrength Required:TRUEOverstrength Factor: Ωo = 1.25 ASCE 7-16, Table 12.2-1Seismic Overstrength Load: Emh = 18011.8 # ASCE 7-16, Eqn. 12.4-7 V ΩoSeismic Load Effect: Ex = 21614.2 # ASCE 7-16, Eqn. 12.4-1/5 E = max(Eh, Emh) + Ev Lateral seismic force shall be resisted by the posts. Assume each post takes equal force.Lateral Seismic Force: Fpx = 2161 # per post Ex / (Number of Posts) Page 64 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 9 of 25 6/10/2025 LOAD COMBINATIONS Dead Load:D = 5 psfLive Load:L = 0 psfRoof Live Load: Lr = 20 psfDesign Use Snow Load: SU = 0 psfSnow Load + Drift Case A: SA = #N/A psfSnow Load + Drift Case B: SB = #N/A psfRain Load:R = 5 psfWind Load Case A: WA = 25.5 psfWind Load Case B: WB = -22.5 psfEarthquake Load:E = 0 psf (By inspection, seismic does not controland is therefore excluded.)Maximum Load Combination ("inward"):Σmax = D + .75 L + .75 (.6 W) + .75 Lr =31.5 psf (BLC #6a) Minimum Load Combination ("outward"):Σmin = .6 D + .6 W =-10.5 psf (BLC #7) Determine maximum "inward" and "outward" pressures on roof decking using Allowable Stress Design per ASCE 7,section 2.4.1. Wind pressure values shall be taken as determined in Components & Cladding. For those structures where snow drift loads are required, see Exception 1 in the referenced code. In combinations 4 and 6, Snow Load shall be takenas the design snow load pu and shall exclude drift surcharge load. In combination 3, Snow Load shall be taken as the totalsnow load including drift surcharge. Page 65 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 10 of 25 6/10/2025 ROOF DECKING PROPERTIES Panel Type: 2x6 nominal dimension tongue-and-groove deckingMaterial: PineControlling Load Combination: LC = 31.5 psfMax. Single Span: Lpan = 6.7 ft DESIGN PROCEDURE Allowable Span: Lallow = 45 psfCheck: PASS 70.0% capacity 45 psf > 31.5 psf Check the decking span using Table 1 of the Tongue and Groove Roof Decking guide published by the American Wood Council (shown below for reference). Assume minimum allowable bending stress shown on the table (conservative). Page 66 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 11 of 25 6/10/2025 POST TO RAFTER CONNECTION CONNECTION FORCESMax. Moment at Connection: Mmax = 20.723 k-ft (from RISA results)Max. Shear at Connection: Vmax = 6.082 kip (from RISA results)Max. Axial Tension: ATmax = 1.516 kip (from RISA results)Moment Used in Calculation: Mu = 20.83 k-ft (engineer's discretion)Mu = 249960 lb-inShear Used in Calculation: Vu = 6115 # (engineer's discretion)Tension Used in Calculation: ATu = 1525 # (engineer's discretion) CONNECTION GEOMETRYPlate Depth: dp = 11.5 inPlate Width: bp = 11.5 inBolt Quantity: qbolt = 4Distance to Row 1: d1 = 1.5 inDistance to Row 2: d2 = 10 inDistance to Row 3: d3 = 0 inDistance to Row 4: d4 = 0 inCritical Section Width:h = 8.5 inDistance to Back of Post: d5 = 1.25 inPost Depth: dpost = 6 inDistance to Front of Post: d6 = 1.227 in CONNECTION BOLTSUse ASTM F3125 grade A325 structural bolts.Nominal Bolt Diameter: Db = 0.75 inNominal Bolt Area: Ab = 0.442 in2Nominal Tensile Strength: Fnt = 90 ksi AISC 360 Table J3.2Allowable Tensile Stress: Tab = 19.89 kip 0.5 Fnt AbNominal Shear Strength: Fnv = 54 ksi AISC 360 Table J3.2Allowable Shear Stress: Vab = 11.934 kip 0.5 Fnv AbMax. Bolt Tension:TBmax = 16.232 kipCheck Tension:PASS 81.6%capacityMax. Bolt Shear:VBmax = 0.381 kip ATu / qboltCheck Shear:PASS 3.2%capacity PLATE THICKNESSYield Strength: Fy = 36000 psi Deteremine required thickness from nominal moment using equation Mn = Fy Z where Z = dp t2 / 4Nominal Moment: Mn = 40580 lb-in 2 TBmax (greater of d5 & d6)Safety Factor: Ωp = 1.67Required Thickness:tmin = 0.809 in t2min = (4 Mn Ωp) / (Fy dp) Use 7/8'' thick plate min. Page 67 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 12 of 25 6/10/2025 WELDS Weld Width at Post: bwp = 6 inWeld Depth at Post: dwp = 6.023 inWeld Section: Swp = 48.23 in2 bwp dwp + (dwp2 / 3)Welding Electrode: FEXX = 70 ksiTrial Weld Size: tw = 6/16 inSafety Factor: Ωw = 2Allowable Weld Stress: Raw = 5.57 k/in (0.6 FEXX tw 0.707) / ΩwAllowable Weld Moment:Maw = 268.64 k-in Raw SwpCheck:PASS 93.0%capacity 268.64 k-in > 249.96 k-inWeld Width at Rafter: bwr = 6 inWeld Depth at Rafter: dwr = 11.5 inWeld Section: Swr = 113.08 in2 bwr dwr + (dwr2 / 3)Trial Weld Size: tw = 3/16 inAllowable Weld Stress: Raw = 2.78 k/inAllowable Weld Moment:Maw = 314.36 k-inCheck:PASS 79.5%capacity 314.36 k-in > 249.96 k-in POST TO RAFTER CONNECTION GRAPHICS Page 68 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 13 of 25 6/10/2025 EDGE BEAM TO RAFTER CONNECTION CONNECTION FORCESMax. Shear at Connection: Vmax = 1.474 kip (from RISA results)Shear Used in Calculation: Vu = 1550 # (engineer's discretion) CONNECTION BOLTSUse ASTM F3125 grade A325 structural bolts.Nominal Bolt Diameter: Db = 0.5 inNominal Bolt Area: Ab = 0.196 in2Nominal Shear Strength:Fnv = 54 ksiAllowable Shear Stress:Vab = 5.292 kip 0.5 Fnv AbMax. Bolt Shear:VBmax = 0.775 kip Vu ÷ (2 bolts )Check Shear:PASS 14.6%capacity 0.775 kip < 5.292 kip WELDS Weld Depth:dw = 8 inEffective Weld Length:lw = 16 in 2 dwWelding Electrode:FEXX = 70 ksiAllowable Electrode Strength:Fw = 42 ksi 0.60 FEXXTrial Weld Size:tw = 2/16 inWeld Area: Aw = 1.414 in2 lw (tws ÷ √2)Safety Factor:Ωw = 2Allowable Weld Stress:Raw = 29.7 kip (Fw Aw) ÷ ΩwCheck:PASS 5.2%capacity 29.7 kip > 1.55 kip Page 69 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 14 of 25 6/10/2025 PURLIN CONNECTION GEOMETRY AND PROPERTIESTube Height: ht = 8 inTube Width: bt = 3 inTube Thickness: tt = 0.25 inTube Ultimate Strength: Fut = 58 ksiTube Yield Strength: Fyt = 46 ksiStem Plate Width: bs = 3.5 inStem Plate Height: hs = 3.5 inNumber of Bolts: Nb = 2Bolt Spacing: Cs = 1.75 inMin. Edge Dist. X-axis: dex = 1.5 inMin. Edge Dist. Y-axis: dey = 0.875 inHole Width: Dhx = 0.625 inHole Height: Dhy = 0.625 inPlate Ultimate Strength: Fup = 58 ksiPlate Yield Strength: Fyp = 36 ksi CHECK GOEMETRY RESTRICTIONSMinimum Bolt Spacing:PASS AISC 360, J3.3Minimum Edge Distance:PASS AISC 360, J3.4Maximum Bolt Spacing:PASS AISC 360, J3.5aMaximum Edge Distance:PASS AISC 360, J3.5 CONNECTION LOADS Tension:T = 0.037 kipCompression:C = 0.252 kipShear Y-Axis: Vy = 2.869 kipShear Z-Axis: Vz = 0.221 kipMax. Bolt Tension: Tb = 0.111 kipMax. Bolt Shear: Vb = 1.44 kip CHECK CONNECTION BOLTS Use ASTM F3125 grade A325 structural bolts.Nominal Tensile Strength: Fnt = 90 ksi AISC 360, Table J3.2Nominal Shear Strength: Fnv = 54 ksiSafety Factor: Ωb = 2 AISC 360, J3.6Bolt Diameter: db = 0.5 inBolt Area: Ab = 0.196 in2Allowable Tensile Strength: Rnt = 8.82 kip AISC 360, Eqn. J3-1 Fnt Ab / ΩbAllowable Shear Strength: Rnv = 10.584 kip Bolts in double shear.2 Fnv Ab / ΩbCheck:PASS 13.6%capacity Page 70 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 15 of 25 6/10/2025 Check combined tension and shear per AISC 360 section J3.7Required Shear Strength: frv = 7.3 ksi Vb / AbModified Nominal Tension: F'nt = 90 ksi AISC 360, Eqn. J3-3b 1.3 Fnt - (Ωb Fnt / Fnv) frv ≤ FntAllowable Tensile Strength: R'nt = 8.82 kip F'nt Ab / ΩbRequired Tensile Strength: frt = 0.6 ksi Tb / AbModified Nominal Shear: F'nv = 54 ksi AISC 360, Eqn. J3-3b 1.3 Fnv - (Ωb Fnv / Fnt) frt ≤ FnvAllowable Shear Strength: R'nv = 5.29 kip F'nv Ab / ΩbCheck:PASS 27.2%capacity STEM PLATE AXIAL YIELDSafety Factor: Ω1 = 1.67Required Yield Strength: Rn1 = 0.42084 kip T Ω1Required Plate Thickness: t1 = 0.004 in AISC 360, Eqn. J4-1 Rn1 / Fyp hs STEM PLATE TENSION RUPTURESafety Factor: Ω2 = 2Required Rupture Strength: Rn2 = 0.504 kip T Ω2Required Effective Area: Ae = 0.009 in2 AISC 360, Eqn. J4-2 Rn2 / FupReqd. Thickness, Gross Area: t2g = 0.004 in Ae / 0.85 hsReqd. Thickness, Net Area: t2n = 0.004 in Ae / (hs - Nb Dhy) STEM PLATE SHEAR YIELDSafety Factor: Ω3 = 1.5Required Yield Strength: Rn3 = 4.3035 kip V Ω3Required Plate Thickness: t3 = 0.057 in AISC 360, Eqn. J4-3 Rn3 / 0.6 Fyp bs STEM PLATE SHEAR RUPTURESafety Factor: Ω4 = 2Required Rupture Strength: Rn4 = 5.738 kip V Ω4Required Plate Thickness: t4 = 0.074 in AISC 360, Eqn. J4-4 Rn4 / 0.6 Fup (bs - Nb Dhx) STEM PLATE BLOCK SHEARSafety Factor: Ω5 = 2Required Shear Strength: Rn5 = 2.88 kip Vb Ω5Uniform Stress Factor: Ubs = 1Reqd. Thickness, Gross Area: t5g = 0.039 in AISC 360, Eqn. J4-5 Rn5 / (0.6 Fup Anv +Ubs Fup Ant)Reqd. Thickness, Net Area: t5n = 0.045 in AISC 360, Eqn. J4-5 Rn5 / (0.6 Fyp Agv +Ubs Fup Ant) STEM PLATE MOMENTMoment on Plate: M6 = 0.72 k-in Vb L / 4Safety Factor: Ω6 = 1.67Required Section: Zreq = 0.033 in3 M6 Ω6 / FypSection Width: b = 3.5 in bsRequired Thickness:t6 = 0.195 in √(4 Zreq / b)Stem Plate Critical Limit State:Bending Due to Prying Therefore use 1/4'' thick plate min. Page 71 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 16 of 25 6/10/2025 HSS THICKNESS HSS Height: hc = 8 inNominal Shear Yield Strength: Rn = The lesser of (0.60 Fy Ag) ÷ 1.5 and (0.60 Fu Ag) ÷ 2 AISC 360, Eqns. J4-3 & J4-4where Ag = 2 hcp tcp (Say half of the load is resisted at each shear plane adjacent to welds.)Set Rn = Vr and solve to determine minimum required plate thickness.Required Thickness, Case A: tmin(c) = 0.005 in tmin = (1.5 Vb) ÷ (1.2 Fyt hc)Required Thickness, Case B:tmin(c) = 0.005 in tmin = (2 Vb) ÷ (1.2 Fut hc) Use 1/8'' thickness min. WELD - STEM PLATE TO HSSNominal Electrode Strength: FEXX = 70 ksiTrial Weld Size: wt = 3/16 inEffective Weld Throat: tw = 0.133 in AISC 360, J2.2aEffective Weld Length: lwe = 7 in 2 hsEffective Area of Weld: Awe = 0.931 in2 tw lweNominal Weld Stress: Fnw = 42 ksi AISC 360, Table J2.5 0.6 FEXXSafety Factor: Ωw = 2Allowable Weld Strength:Raw = 19.551 kip AISC 360, Eqn. J2-3 Fnw Awe / ΩwCheck Tension:PASS 1.3%capacityCheck Shear:PASS 14.7%capacity Page 72 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 17 of 25 6/10/2025 POLE FOUNDATION ANALYSIS PIER LOADING (see RISA output)Axial Load: Pv = 9.019 kipUplift: Pu = 1.480 kipLateral Load: Ph = 1.802 kipExternally Applied Moment:M = 11.088 k-ft PIER DATA Pier Profile Shape:RoundPier Dimension:b = 2.5 ft (diameter of round footing or diagonal dimension of square footing)Pier Height Above Soil: h1 = 0.000 ftConcrete Strength: f'c = 3.500 ksiUnit Weight of Concrete: wc = 150 pcf SOIL DATADepth to Resisting Surface: h2 = 0.500 ftPresumptive Vertical Pressure: fV = 2000 psf IBC 2021 Table 1806.2Presumptive Lateral Pressure:fL = 100 psf/ft IBC 2021 Table 1806.2 PIER EMBEDMENT - NONCONSTRAINEDDesign Lateral Load: Pe = 1.802 kip PhAllowable Lateral Pressure: S1 = 310.9 psf fL d ÷ 3A = 5.43 2.34 Pe ÷ S1 bDepth of Pier Embedment: d = 9.33 ft IBC 2021 Eqn. 18-1 0.5 A {1 + [1 + (4.36 h ÷ A)]1/2}Total Length of Pier: L = 9.83 ft d + h1 + h2 PIER EMBEDMENT - CONSTRAINEDTotal Applied Moment: Me = 11.09 k-ftAllowable Lateral Pressure: S3 = 573.4 psf fL dDepth of Pier Embedment: d = 5.73 ft IBC 2021 Eqn. 18-2 (4.25 Me ÷ S3 b)1/2Total Length of Pier: L = 6.23 ft d + h1 + h2 PIER END BEARING PRESSUREPier Base Area: Af = 4.909 ft2 π b2 ÷ 4Pier Weight: wf = 4587.5 # Af L wcDesign Vertical Load: Pt = 9019 # PvVertical Bearing Pressure:ft = 1837.2 psf Pt ÷ AfCheck:PASS 91.9%capacity 1837.2 psf < 2000 psf Pv M Ph h Ground Line h1 h2 Resisting Surface d Pier b Page 73 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 18 of 25 6/10/2025 PIER SHEAR AND MOMENT Ho = 0.721 kip/ft Ph ÷ bMo = 4.796 k-ft/ft (M + Ph (h + h1 + h2)) ÷ bE = 6.652 ft Mo ÷ HoDistance to Pivot Point:a = 6.596 ft d (4 E ÷ d + 3) ÷ (6 E ÷ d + 4)Maximum Shear: Vmax = 3.469 kipMaximum Moment: Mmax = 14.675 k-ft PIER PLAIN CONCRETE STRESSESAxial Compressive Stresses: fa = 16.71 psi (Pv + Af (h1 + h2 + a/2) 0.15) ÷ AfFlexural Stress: fb = 66.43 psi Mmax ÷ (π b3 ÷ 32)Combined Compression Stress: fc = 83.14 psi fb + faAllowable Stress:Fc = 1022.7 psi 0.4675 f'c ÷ 1.6Check:PASS 8.1%capacityCombined Tension Stress: ft = 49.72 psi fb - faAllowable Stress:Ft = 101.68 psi 2.75 (f'c)1/2 ÷ 1.6Check:PASS 48.9%capacityShear Stress: fv = 4.91 psi Vmax ÷ (π b2 ÷ 4)Allowable Stress:Fv = 49.3 psi 4/3 (f'c)1/2 ÷ 1.6Check:PASS 10.0%capacity Page 74 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 19 of 25 6/10/2025 BASE PLATE DESIGNDesign Reference: AISC Design Guide 01: Base Plate and Anchor Rod Design LOADING (see RISA output)Axial Compressive Load: Pa = 9.019 kipUplift: Pw = 1.599 kipStrong Axis Shear: Vaz = 2.341 kipWeak Axis Shear: Vay = 1.692 kipStrong Axis Moment: Maz = 10.060 k-ftWeak Axis Moment: May = 11.088 k-ft COMPONENT PROPERTIESColumn Ultimate Strength: FuC = 58 ksiColumn Profile Shape:Rectangular HSSColumn Depth:d = 6 inColumn Width:b = 6 inColumn Nominal Thickness: tnC = 0.25 inColumn Design Thickness: tdesC = 0.233 in AISC 360-16, B4.2Plate Yield Strength: FyP = 36 ksiBase Plate Length:N = 12 inBase Plate Width:B = 12 inAnchor Hole Diameter:D = 0.875 inAnchor Column Spacing: Cs = 9 inAnchor Row Spacing: Rs = 9 inEdge Distance Strong Axis: EDz = 1.5 inEdge Distance Weak Axis: EDy = 1.5 inConcrete Support Length:L = 30 inConcrete Support Width:W = 30 inConcrete Compressive Strength: f'c = 3.5 ksiAnchor Bolt Type:ASTM F1554 Grade 36Total Number of Anchors:4Anchor Bolt Diameter: dA = 0.75 inAnchor Bolt Strength: FuA = 58 ksi CONCRETE BEARINGConcrete Compressive Strength: f'c = 3.5 ksiArea of Base Plate: A1 = 144 in2Effective Conc. Support Length:L' = 21.213 inEffective Conc. Support Width:W' = 21.213 inArea of Concrete Support: A2 = 449.991 in2Design Case:3Safety Factor:Ω = 2.5Required Base Plate Area: A1(req) = 3.789 in2 Plate size is OK. Page 75 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 20 of 25 6/10/2025 CONCENTRIC COMPRESSIVE AXIAL LOADSNominal Bearing Strength: Pp = 757.304 kip AISC 360 Eqn. J8-2Check if inequality is met:TRUE Plate size is OK.Max. Concrete Bearing Stress: fp(max) = 5.259 ksiAllowable Bearing Stress: fpa(max) = 2.104 ksiBearing Interface Based on N:m = 3.15 inBearing Interface Based on B:n = 3.15 inX = N/Aλ = N/Aλn' = N/ACritical Base Plate Cantilever:l = 3.15Safety Factor: Ωc = 1.67Minimum Plate Thickness: tmin = 0.24 in LOAD DISTRIBUTION (STRONG AXIS) Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 13.385 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.821 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -14.77 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.051 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<m therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -327.387 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.211 in AISC DG1 Eqn. 3.3.15bLarge Moment Procedure Section 3.4 GOVERNSAnchor Dist. to Column Center:f = 4.5 inCheck Possibility of Solution:TRUE AISC DG1 Eqn. 3.4.4 Plate size is OK.Bearing Length:Y = 0.627 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<m therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.832 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 3.406 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.617 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.459 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.291 in AISC DG1 Eqn. 3.4.7b LOAD DISTRIBUTION (WEAK AXIS) Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 14.753 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.821 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -17.506 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.043 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<n therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -438.419 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.287 in AISC DG1 Eqn. 3.3.15b Page 76 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 21 of 25 6/10/2025 Large Moment Procedure Section 3.4 GOVERNSAnchor Dist. to Column Center:f = 4.5 inCheck Possibility of Solution:TRUE AISC DG1 Eqn. 3.4.4 Plate size is OK.Bearing Length:Y = 0.677 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<n therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.861 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 4.037 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.617 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.544 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.317 in AISC DG1 Eqn. 3.4.7b PLATE FLEXURAL YIELDING (COMPRESSION) (STRONG AXIS)Nominal Bending Stress: Mn = 9 kip-ft FyP (tP)2 / 4Safety Factor: Ω3 = 1.67 AISC DG1, 3.3.13Bend Capacity per Unit Width: Ma = 0.449 kip-ft/in Mn / Ω3Bearing Stress Increase Factor: α = 1.768 AISC DG1, 3.1.1 Min. of 2, (A2 / A1)1/2Nominal Bearing Stress: Rn = 5.26 ksi 0.85 f'c αSafety Factor: Ω4 = 2.31 ACI 318-14, Table 22.8.3.2Allowable Bearing Stress: Ra = 2.277 ksi Rn / Ω4Strong Axis Req. Bearing Stress: fpz = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.337 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.181Side Bending per Unit Width: Mpl2 = 0.17 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.337 kip-ft/in AISC DG1, 3.1.2Unity Check:0.750 PASS PLATE FLEXURAL YIELDING (COMPRESSION) (WEAK AXIS)Weak Axis Req. Bearing Stress: fpy = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.361 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.194Side Bending per Unit Width: Mpl2 = 0.183 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.361 kip-ft/in AISC DG1, 3.1.2Unity Check:0.800 PASS PLATE FLEXURAL YIELDING (TENSION) (STRONG AXIS)Effective Width of Plate Section: be = 3.15 inNominal Bending Stress: Mn = 28.35 kip-ftBend Capacity per Unit Width: Ma = 1.415 kip-ft/in Mn / Ω3Moment Arm for Anchor Bolt:x = 1.617 in AISC DG1, Eqn. 3.4.6Tension Moment at Anchor Bolt: Mpl = 0.544 kip-ft/inUnity Check:0.380 PASSUse 1'' thick plate minimum.Governing: Plate Flexural Yielding Page 77 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 22 of 25 6/10/2025 PLATE TO COLUMN WELDWelding Electrode: FEXX = 70 ksiAllowable Electrode Strength: Fw = 42 ksi 0.60 FEXXTrial Weld Size: tw = 6/16 inSafety Factor: Ωw = 2Allowable Weld Stress: Raw = 3.341 kip-ft/in (0.6 Fw tw 0.707) / ΩwWeld Section, Strong Axis: Sw = 48 in2 b d + (d2 / 3)Allowable Weld Moment: Maw = 160.368 k-in Raw SwUnity Check, Strong Axis Moment:0.750 PASSWeld Section, Weak Axis: Sw = 48 in2 d b + (b2 / 3)Allowable Weld Moment: Maw = 160.368 k-in Raw SwUnity Check, Weak Axis Moment:0.830 PASSEffective Weld Length: lw = 24 in 2 (b + d)Weld Area: Aw = 6.364 in2 lw (tw / √2)Allowable Weld Stress: Raw = 133.644 kip Fw Aw / ΩwUnity Check, Lateral:0.020 PASS ANCHOR BOLT SHEARResultant Shear Force: Vu = 2.888 kip √(Vuz2 + Vuy2)Nominal Shear Stress: Fnv = 26.1 ksi AISC 360-16, Table J3.2 0.45 FuABolt Cross Sectional Area: Ab = 0.442 in2Safety Factor: Ωa = 2Nominal Shear Stress Rn = 23.072 kip Fnv Ab NtaBolt Shear Rupture Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.250 PASS ANCHOR BOLT TENSION Note: Prying effects are ignored.Anchor Tension: Ta = 4.037 kipRequired Tensile Stress: frt = 9.133 ksi Ta / AbNominal Tensile Stress: Fnt = 43.5 ksi AISC 360-16, Table J3.2 0.75 FuACheck User Note Limit: FALSE Bolt Tensile Check is required. Condition: [frt /(Fnt / Ωa)] ≤ 0.3Nominal Tensile Stress: Rn = 19.227 kip Fnt AbBolt Tensile Strength: Ra = 9.614 kip Rn / ΩaUnity Check:0.420 PASS ANCHOR BOLT BEARING ON BASE PLATEAngle Between Force and Z-Axis:θ = 54.142 degreesAnchor Hole Center to Edge: dc = 0.438 inMinimum Clear Distance: Lc = 1.413 inBolt Shear Strength: Rn-bolt = 11.536 kip Fnv AbNominal Bolt Bearing Stress: Rn = 23.072 kipBolt Bearing Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.250 PASS Page 78 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 23 of 25 6/10/2025 ANCHOR DESIGNDesign Reference: ACI 318 ANCHOR PROPERTIESAnchor Type:Anchor Diameter: da = 0.75 inEffective Cross-Sectional Area: Ase,N = 0.442 in2Anchor Steel Yield Strength: fya = 36 ksi ASTM F1554 Grade 36Specified Ultimate Strength: fu = 58 ksiAnchor Steel Tensile Strength: futa = 58 ksi lesser of fu and 1.9 fyaNominal Tensile Strength: Nsa = 25.636 kip ACI 318, Eqn. 17.4.1.2 Ase,N futa LAYOUT PROPERTIESSingle Anchor?Number of Tension Anchors:n = 2Effective Embedment Depth: hef = 9 inLimited Embedment Depth: h'ef = 6.539 in ACI 318, 17.4.2.3 larger of (ca,max)/1.5 and s/3Distance to Concrete Edge: ca1 = 9.809 inDistance to Concrete Edge: ca2 = 9.809 inMax Distance to Concrete Edge: ca,max = 9.809 inAnchor Column Spacing: s1 = 9 inAnchor Row Spacing: s2 = 9 inMax Spacing Between Anchors:s = 9 inAnchor located less than 1.5hef from three or more edges? TRUETherefore use Limited Embedment Depth. CONCRETE BREAKOUT STRENGTH IN TENSIONConcrete Compressive Strength: f'c = 3500 psiConcrete Breakout Coefficient: kc = 24Mechanical Modification Factor:λ = 1.0 ACI 318, Table 19.2.4.2 NormalweightMechanical Modification Factor: λa = 1.0 ACI 318, 17.2.6Basic Breakout Strength: Nb = 23.742 kip ACI 318, Eqn. 17.4.2.2a kc λa √(f'c) hef1.5Projected Concrete Failure Area: ANc = 769.654 in2Projected Concrete Failure Area: ANco = 384.827 in2 ACI 318, Eqn. 17.4.2.1c 9 hef2Eccentricity Factor: ψec,N = 1.00 ACI 318, Eqn. 17.4.2.4 1 / [1 + (2 e'N / 3 hef)]Group Tension Eccentricity: e'N = 0 inEdge Proximity Factor: ψed,N = 1.00 ACI 318, 17.4.2.5Cracked Concrete Factor: ψc,N = 1.00 ACI 318, 17.4.2.6Reinforcement Factor: ψcp,N = 1.00 ACI 318, 17.4.2.7Critical Edge Distance:cac = 18 in ACI 318, 17.7.6 2 hefSingle Anchor Breakout Strength: Ncb = 47.484 kip ACI 318, Eqn. 17.4.2.1a (ANc / ANco) ψed,N ψc,N ψcp,N NbAnchor Group Breakout Strength:Ncbg = 47.484 kip ACI 318, Eqn. 17.4.2.1b (ANc / ANco) ψec,N ψed,N ψc,N ψcp,N Nb Cast-In FALSE Page 79 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 24 of 25 6/10/2025 PULLOUT STRENGTH IN TENSIONNet Bearing Area: Abrg = 1.353 in2Cracked Concrete Factor: ψc,p = 1.00 ACI 318, 17.4.3.6Pullout Strength in Tension:Np = 37.884 kip ACI 318, Eqn. 17.4.3.4 8 Abrg f'cNominal Pullout Strength:Npn = 37.884 kip ACI 318, Eqn. 17.4.3.1 ψc,p Np CONCRETE SIDE-FACE BLOWOUTDeep Embedment? hef > 2.5ca1Close Spacing?Therefore this section does not apply.Single Anchor Breakout Strength: Nsb = 54 kip ACI 318, Eqn. 17.4.4.1 160 ca1 √(Abrg) λa √(f'c)Anchor Group Breakout Strength:Nsbg = 62.258 kip ACI 318, Eqn. 17.4.4.2 [1 + (s / 6ca1)] Nsb BOND STRENGTH OF ADHESIVE ANCHOR IN TENSIONBasic Bond Strength: Nba = 26.719 kip ACI 318, Eqn. 17.4.5.2 λa τcr π da hefProjected Influence Area: ANa = 868.127 in2Projected Influence Area: ANao = 454.116 in2 ACI 318, Eqn. 17.4.5.1c (2CNa)2Full Bond Strength Distance: CNa = 10.655 in ACI 318, Eqn. 17.4.5.1d 10 da √(τuncr / 1100)Bond Stress in Uncracked Conc.: τuncr = 2220 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Bond Stress in Cracked Conc.: τcr = 1260 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Eccentricity Factor: ψec,Na = 1.00 ACI 318, Eqn. 17.4.5.3 1 / [1 + (e'N / CNa)]Edge Proximity Factor: ψed,Na = 0.98 ACI 318, 17.4.5.4Reinforcement Factor:ψcp,Na = 0.59 ACI 318, 17.4.5.5Single Anchor Bond Strength: Na = 29.533 kip ACI 318, Eqn. 17.4.5.1a (ANa / ANao) ψed,Na ψcp,Na NbaAnchor Group Bond Strength:Nag = 29.533 kip ACI 318, Eqn. 17.4.5.1b (ANa / ANao) ψec,Na ψed,Na ψcp,Na Nba STEEL STRENGTH IN SHEARUse built-up grout pad?Number of Threads per Inch: nt = 10Effective Cross-Sectional Area:Ase,V = 0.334 in2 π/4 [da - (0.9743/nt)]2Nominal Shear Strength:Vsa = 19.372 kip ACI 318, Eqn. 17.5.1.2 Ase,V futa CONCRETE BREAKOUT STRENGTH IN SHEARLoad-Bearing Length: le = 9 in le = hefBasic Breakout Strength: Vb(a) = 18.111 kip ACI 318, Eqn. 17.5.2.2a [7 (le/da)0.2 √(da)] λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb(b) = 16.357 kip ACI 318, Eqn. 17.5.2.2b 9λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb = 16.357 kip smaller of Vb(a) and Vb(b)Projected Concrete Failure Area: AVc = 360.812 in2 1.5 ca1 (1.5 ca1 + ca2)Projected Concrete Failure Area: AVco = 432.974 in2 ACI 318, Eqn. 17.5.2.1c 4.5(ca1)2Eccentricity Factor: ψec,V = 1.00 ACI 318, Eqn. 17.5.2.5 1 / [1 + (2e'V / 3ca1)]Group Shear Eccentricity: e'V = 0 inEdge Proximity Factor: ψed,V = 0.90 ACI 318, 17.5.2.6Cracked Concrete Factor: ψc,V = 1.00 ACI318, 17.5.2.7Concrete Thickness Factor:ψh,V = 1.28 ACI 318, Eqn. 17.5.2.8 √(1.5ca1 / hef)Single Anchor Breakout Strength: Vcb = 15.703 kip ACI 318, Eqn. 17.5.2.1a (AVc / AVco) ψed,V ψc,V ψh,V VbAnchor Group Breakout Strength:Vcbg = 15.703 kip ACI 318, Eqn. 17.5.2.1b (AVc / AVco) ψec,V ψed,V ψc,V ψh,V Vb FALSETRUE FALSE Page 80 of 111 Project Number: 224730-2 Project Location: Santa Ana, CA 92704 AMERICANA OUTDOORS STRUCTURAL CALCULATIONS Page 25 of 25 6/10/2025 CONCRETE PRYOUT STRENGTH IN SHEARPryout Strength Coefficient: kcp = 2.0 ACI 318, 17.5.3.1Basic Pryout Strength: Ncp = 47.484 kipBasic Pryout Strength:Ncpg = 47.484 kipSingle Anchor Pryout Strength: Vcp = 94.968 kip ACI 318, Eqn. 17.5.3.1a kcp NcpAnchor Group Pryout Strength:Vcpg = 94.968 kip ACI 318, Eqn. 17.5.3.1b kcp Ncpg INTERACTION OF TENSILE AND SHEAR FORCESFactored Tensile Force: Nua = 4.037 kipFactored Shear Force: Vua = 2.888 kipStrength in Tension: Nn = 25.636 kipStrength in Shear: Vn = 15.703 kipStrength Reduction Factor:ϕ = 0.6Unity Check:0.57 PASS ACI 318, Eqn. 17.6.3 (Nua/ϕNn) + (Vua/ϕVn) ≤ 1.2 Page 81 of 111 Page 82 of 111 Page 83 of 111 Page 84 of 111 Page 85 of 111 Page 86 of 111 Page 87 of 111 Page 88 of 111 Page 89 of 111 Page 90 of 111 Page 91 of 111 Page 92 of 111 Page 93 of 111 Page 94 of 111 Page 95 of 111 Page 96 of 111 Page 97 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:01:50 PM RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A500-B 29000 11154 0.3 0.65 0.49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Post HSS6X6X4 Column Tube A500-B Columns 5.24 28.6 28.6 45.6 2 Rafter HSS8X6X3 Beam Tube A500-B Beams 4.67 28.2 43.7 53.7 3 EdgeBeam HSS6X3X3 Beam Tube A500-B Beams 2.93 4.55 13.4 11.1 4 Purlin HSS8X3X4 Beam Tube A500-B Beams 4.77 7.49 35.5 20.8 Hot Rolled Steel Design Parameters Label Shape Length [in] Lcomp top [in] Channel Conn. a [in] Function 1 M1 Post 97.575 Lbyy N/A N/A Lateral 2 M2 Post 115.423 Lbyy N/A N/A Lateral 3 M3 Post 97.575 Lbyy N/A N/A Lateral 4 M4 Post 115.423 Lbyy N/A N/A Lateral 5 M5 Post 97.575 Lbyy N/A N/A Lateral 6 M6 Post 115.423 Lbyy N/A N/A Lateral 7 M7 Post 97.575 Lbyy N/A N/A Lateral 8 M8 Post 115.423 Lbyy N/A N/A Lateral 9 M9 Post 97.575 Lbyy N/A N/A Lateral 10 M10 Post 115.423 Lbyy N/A N/A Lateral 11 M11 Rafter 240.917 Lbyy N/A N/A Lateral 12 M12 Rafter 240.917 Lbyy N/A N/A Lateral 13 M13 Rafter 240.917 Lbyy N/A N/A Lateral 14 M14 Rafter 240.917 Lbyy N/A N/A Lateral 15 M15 Rafter 240.917 Lbyy N/A N/A Lateral 16 M16 EdgeBeam 345 Lbyy N/A N/A Lateral 17 M17 EdgeBeam 345 Lbyy N/A N/A Lateral 18 M18 EdgeBeam 330 Lbyy N/A N/A Lateral 19 M19 EdgeBeam 330 Lbyy N/A N/A Lateral 20 M20 EdgeBeam 330 Lbyy N/A N/A Lateral 21 M21 EdgeBeam 330 Lbyy N/A N/A Lateral 22 M22 EdgeBeam 345 Lbyy N/A N/A Lateral 23 M23 EdgeBeam 345 Lbyy N/A N/A Lateral 24 M24 Purlin 330 Lbyy N/A N/A Lateral 25 M25 Purlin 330 Lbyy N/A N/A Lateral 26 M26 Purlin 330 Lbyy N/A N/A Lateral 27 M27 Purlin 330 Lbyy N/A N/A Lateral 28 M28 Purlin 330 Lbyy N/A N/A Lateral 29 M29 Purlin 330 Lbyy N/A N/A Lateral 30 M30 Purlin 330 Lbyy N/A N/A Lateral 31 M31 Purlin 330 Lbyy N/A N/A Lateral Node Loads and Enforced Displacements (BLC 8 : W Longitudinal) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L X 0.029 2 N12 L X 0.029 3 N13 L X 0.029 4 N14 L X 0.029 5 N25 L X 0.029 Page 98 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:01:50 PM RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Node Loads and Enforced Displacements (BLC 8 : W Longitudinal) (Continued) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 6 N26 L X 0.029 7 N27 L X 0.029 8 N28 L X 0.029 9 N29 L X 0.029 10 N30 L X 0.029 Node Loads and Enforced Displacements (BLC 9 : W Minimum) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L Z 0.197 2 N12 L Z 0.197 3 N13 L Z 0.197 4 N14 L Z 0.197 5 N25 L Z 0.394 6 N26 L Z 0.394 7 N27 L Z 0.394 8 N28 L Z 0.394 9 N29 L Z 0.394 10 N30 L Z 0.394 Node Loads and Enforced Displacements (BLC 10 : E Transverse) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L Z 2.161 2 N12 L Z 2.161 3 N13 L Z 2.161 4 N14 L Z 2.161 5 N25 L Z 2.161 6 N26 L Z 2.161 7 N27 L Z 2.161 8 N28 L Z 2.161 9 N29 L Z 2.161 10 N30 L Z 2.161 Node Loads and Enforced Displacements (BLC 11 : E Longitudinal) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/in, k*s²*in)] 1 N11 L X 2.161 2 N12 L X 2.161 3 N13 L X 2.161 4 N14 L X 2.161 5 N25 L X 2.161 6 N26 L X 2.161 7 N27 L X 2.161 8 N28 L X 2.161 9 N29 L X 2.161 10 N30 L X 2.161 Member Area Loads (BLC 1 : D) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B -5 -5 -5 -5 Yes Page 99 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:01:50 PM RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Member Area Loads (BLC 2 : Lr) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B -20 -20 -20 -20 Yes Member Area Loads (BLC 3 : S balanced) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N2 N4 N3 Y A-B 0 0 0 0 Yes Member Area Loads (BLC 4 : W Transverse case A-0) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N5 N6 N3 Perp A-B 0 0 0 0 Yes 2 N5 N2 N4 N6 Perp A-B 9.9 9.9 9.9 9.9 Yes Member Area Loads (BLC 5 : W Transverse case B-0) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N5 N6 N3 Perp A-B 22.5 22.5 22.5 22.5 Yes 2 N5 N2 N4 N6 Perp A-B 0.5 0.5 0.5 0.5 Yes Member Area Loads (BLC 6 : W Transverse case A-180) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N5 N2 N4 N6 Perp A-B -17.3 -17.3 -17.3 -17.3 Yes 2 N1 N5 N6 N3 Perp A-B -19.1 -19.1 -19.1 -19.1 Yes Member Area Loads (BLC 7 : W Transverse case B-180) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N5 N2 N4 N6 Perp A-B -12.1 -12.1 -12.1 -12.1 Yes 2 N1 N5 N6 N3 Perp A-B -2.9 -2.9 -2.9 -2.9 Yes Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N7 max 0.929 14 4.815 14 0.533 2 0 37 0 37 8.592 37 2 min -1.196 37 -0.777 25 -1.692 36 0 1 0 1 -2.334 14 3 N8 max 0.751 14 5.034 14 0.109 25 0 37 0 37 9.723 37 4 min -1.238 37 0.07 24 -1.397 30 0 1 0 1 -2.304 14 5 N9 max 0.224 25 4.835 14 0.533 2 0 37 0 37 9.566 31 6 min -1.679 33 -0.778 25 -1.692 36 0 1 0 1 -0.573 25 7 N10 max 0.016 24 5.014 14 0.107 25 0 37 0 37 10.732 31 8 min -1.581 33 0.069 24 -1.397 30 0 1 0 1 -0.045 24 9 N19 max 0.014 25 8.628 14 1.048 2 0 37 0 37 9.815 31 10 min -1.654 31 -1.48 25 -1.611 36 0 1 0 1 -0.042 25 11 N20 max -0.001 24 9.016 14 0.211 25 0 37 0 37 11.088 31 12 min -1.651 31 0.035 24 -1.787 32 0 1 0 1 0.002 24 13 N21 max 0 14 8.606 14 1.07 2 0 37 0 37 9.676 31 14 min -1.604 37 -1.476 25 -1.608 36 0 1 0 1 0 25 15 N22 max 0 25 8.997 14 0.216 25 0 37 0 37 10.943 31 16 min -1.608 37 0.029 24 -1.802 32 0 1 0 1 0 13 17 N23 max 0.076 14 8.626 14 1.048 2 0 37 0 37 9.692 31 18 min -1.621 37 -1.479 25 -1.611 36 0 1 0 1 -0.221 14 Page 100 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:01:50 PM RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Envelope Node Reactions (Continued) Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 19 N24 max 0.06 14 9.019 14 0.212 25 0 37 0 37 10.974 31 20 min -1.625 37 0.035 24 -1.787 32 0 1 0 1 -0.204 14 21 Totals:max 0 18 72.591 14 1.358 7 22 min -15.127 31 -3.354 25 -15.127 36 Envelope Maximum Member Section Forces Member Axial[k]Loc[in]LC y Shear[k]Loc[in]LC z Shear[k]Loc[in]LC Torque[k-ft]Loc[in]LC y-y Moment[k-ft]Loc[in]LC z-z Moment[k-ft]Loc[in]LC 1 M1 max 4.815 0 14 0.528 97.575 2 0.928 97.575 14 0 97.575 37 8.592 0 37 13.606 97.575 36 2 min -0.864 97.575 25 -1.673 0 36 -1.201 0 37 0 0 1 -2.334 0 14 -4.294 97.575 2 3 M2 max 5.034 0 14 0.109 115.42325 0.751 115.42314 0 115.42337 9.723 0 37 14.023 115.42330 4 min -0.033 115.42324 -1.458 0 30 -1.244 0 37 0 0 1 -2.304 0 14 -1.051 115.42325 5 M3 max 4.835 0 14 0.528 97.575 2 0.224 97.575 25 0 97.575 37 9.566 0 31 13.606 97.575 36 6 min -0.865 97.575 25 -1.673 0 36 -1.7 0 33 0 0 1 -5.288 97.575 33 -4.295 97.575 2 7 M4 max 5.014 0 14 0.108 115.42325 0.016 115.42324 0 115.42337 10.732 0 31 14.023 115.42330 8 min -0.034 115.42324 -1.458 0 30 -1.608 0 33 0 0 1 -5.983 115.42333 -1.037 115.42325 9 M5 max 8.628 0 14 1.029 97.575 2 0.014 97.575 25 0 97.575 37 9.815 0 31 13.068 97.575 36 10 min -1.567 97.575 25 -1.607 0 36 -1.671 0 31 0 0 1 -3.775 97.575 31 -8.369 97.575 2 11 M6 max 9.016 0 14 0.213 115.42325 -0.001 115.42324 0 115.42337 11.088 0 31 18.442 115.42332 12 min -0.068 115.42324 -1.917 0 32 -1.674 0 31 0 0 1 -5.013 115.42331 -2.049 115.42325 13 M7 max 8.606 0 14 1.052 97.575 2 0 97.575 15 0 97.575 37 9.676 0 31 13.039 97.575 36 14 min -1.563 97.575 25 -1.604 0 36 -1.621 0 31 0 0 1 -3.502 97.575 31 -8.554 97.575 2 15 M8 max 8.997 0 14 0.218 115.42325 0 115.423 7 0 115.42337 10.943 0 31 18.576 115.42332 16 min -0.073 115.42324 -1.931 0 32 -1.629 0 31 0 0 1 -4.726 115.42331 -2.096 115.42325 17 M9 max 8.626 0 14 1.029 97.575 2 0.076 97.575 14 0 97.575 37 9.692 0 31 13.068 97.575 36 18 min -1.566 97.575 25 -1.607 0 36 -1.631 0 37 0 0 1 -3.584 97.575 37 -8.37 97.575 2 19 M10 max 9.019 0 14 0.213 115.42325 0.06 115.42314 0 115.42337 10.974 0 31 18.442 115.42332 20 min -0.068 115.42324 -1.917 0 32 -1.64 0 31 0 0 1 -4.819 115.42337 -2.049 115.42325 21 M11 max 0.763 20.288 2 2.806 20.288 14 0.699 17.752 14 4.95 240.91714 1.321 17.752 14 15.163 220.629 32 22 min -0.361 220.629 36 -3.469 220.629 32 -0.533 223.165 14 -5.141 0 14 -0.473 240.917 2 -13.023 20.288 36 23 M12 max 0.763 20.288 2 2.807 20.288 14 0.534 240.917 14 5.456 17.752 33 0.529 240.917 33 15.144 220.629 32 24 min -0.361 220.629 36 -3.467 220.629 32 -0.698 0 14 -5.772 223.16533 -1.319 17.752 14 -13.02 20.288 36 25 M13 max 1.493 20.288 2 5.437 20.288 14 0.101 240.917 31 4.003 17.752 31 0.375 240.917 31 20.693 220.629 32 26 min -0.317 220.629 36 -6.059 220.629 14 -0.109 0 33 -4.751 223.16531 -0.483 17.752 31 -15.992 81.151 32 27 M14 max 1.516 20.288 2 5.453 20.288 14 0.07 240.917 37 3.74 17.752 31 0.366 240.917 31 20.723 220.629 32 28 min -0.314 220.629 36 -6.082 220.629 14 -0.069 0 37 -4.456 223.16531 -0.408 17.752 31 -16.245 81.151 14 29 M15 max 1.493 20.288 2 5.437 20.288 14 0.08 240.917 37 3.815 17.752 37 0.36 240.917 37 20.695 220.629 32 30 min -0.317 220.629 36 -6.059 220.629 14 -0.082 0 37 -4.556 223.16537 -0.429 17.752 37 -15.993 81.151 32 31 M16 max 0.699 345 14 1.438 18.158 14 0.112 18.158 2 0.023 345 25 0.266 170.684 2 7.123 345 14 32 min -0.201 18.158 25 -1.474 345 14 -0.113 345 2 -0.122 18.158 14 -0.582 345 33 -3.647 170.684 14 33 M17 max 0.533 345 14 1.404 18.158 14 0.115 18.158 2 0.085 345 14 0.248 174.316 2 7.057 345 33 34 min 0 0 1 -1.436 345 14 -0.111 345 2 0 0 1 -0.584 345 33 -3.572 170.684 14 35 M18 max 0.648 330 14 1.453 0 14 0.113 0 2 0.001 330 25 0.255 166.737 2 6.729 0 14 36 min -0.197 0 25 -1.444 330 14 -0.112 330 2 -0.005 0 14 -0.538 330 33 -3.296 166.737 14 37 M19 max 0.479 330 14 1.417 0 14 0.112 0 2 0.004 330 2 0.258 163.263 2 6.564 0 14 38 min 0.007 302.21124 -1.406 330 14 -0.112 330 2 0 0 29 -0.565 330 33 -3.21 166.737 14 39 M20 max 0.648 330 14 1.444 0 14 0.112 0 2 0.005 330 14 0.255 163.263 2 6.727 330 14 40 min -0.197 0 25 -1.453 330 14 -0.113 330 2 -0.001 0 25 -0.546 330 33 -3.297 163.263 14 41 M21 max 0.479 330 14 1.406 0 14 0.112 0 2 0 330 37 0.258 166.737 2 6.587 330 33 42 min 0.007 302.21124 -1.417 330 14 -0.112 330 2 -0.004 0 2 -0.56 330 33 -3.209 163.263 14 43 M22 max 0.698 326.842 14 1.472 0 14 0.113 0 2 0.122 326.84214 0.266 174.316 2 7.115 0 14 44 min -0.201 0 25 -1.443 326.842 14 -0.112 326.842 2 -0.023 0 25 -0.557 0 2 -3.641 174.316 14 45 M23 max 0.534 326.842 14 1.438 0 14 0.111 0 2 0 345 37 0.248 170.684 2 6.943 0 14 46 min -0.036 0 37 -1.399 326.842 14 -0.114 326.842 2 -0.084 0 14 -0.541 0 2 -3.578 174.316 14 47 M24 max 0.252 330 2 2.869 0 14 0.221 0 2 0.009 330 25 1.508 170.211 2 5.714 170.21125 48 min -0.034 0 25 -2.827 330 14 -0.218 330 2 -0.188 0 14 0 0 1 -19.521 170.21114 Page 101 of 111 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:01:50 PM RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Envelope Maximum Member Section Forces (Continued) Member Axial[k]Loc[in]LC y Shear[k]Loc[in]LC z Shear[k]Loc[in]LC Torque[k-ft]Loc[in]LC y-y Moment[k-ft]Loc[in]LC z-z Moment[k-ft]Loc[in]LC 49 M25 max 0.232 330 2 2.847 0 14 0.22 0 2 0 330 25 1.512 163.263 2 5.732 166.737 25 50 min -0.022 0 25 -2.847 330 14 -0.22 330 2 -0.006 0 14 0 0 1 -19.568 163.263 14 51 M26 max 0.232 330 2 2.847 0 14 0.22 0 2 0.006 330 14 1.512 166.737 2 5.732 166.737 25 52 min -0.022 0 25 -2.847 330 14 -0.22 330 2 0 0 25 0 0 1 -19.568 163.263 14 53 M27 max 0.251 330 2 2.827 0 14 0.218 0 2 0.188 330 14 1.508 159.789 2 5.715 159.789 25 54 min -0.034 0 25 -2.864 330 14 -0.221 330 2 -0.01 0 25 0 0 1 -19.522 159.789 14 55 M28 max 0.208 330 14 2.789 0 14 0.221 0 2 0.205 330 14 1.508 170.211 2 0.946 173.684 24 56 min -0.037 0 24 -2.753 330 14 -0.218 330 2 -0.025 0 25 0 0 1 -19.011 170.21114 57 M29 max 0.208 330 14 2.772 0 14 0.22 0 2 0.007 330 14 1.512 163.263 2 0.95 163.263 24 58 min -0.036 0 24 -2.772 330 14 -0.22 330 2 -0.001 0 25 0 0 1 -19.055 163.263 14 59 M30 max 0.208 330 14 2.772 0 14 0.22 0 2 0.001 330 25 1.512 166.737 2 0.95 163.263 24 60 min -0.036 0 24 -2.772 330 14 -0.22 330 2 -0.007 0 14 0 0 1 -19.055 163.263 14 61 M31 max 0.208 330 14 2.753 0 14 0.218 0 2 0.025 330 25 1.508 159.789 2 0.945 156.316 24 62 min -0.037 0 24 -2.794 330 14 -0.221 330 2 -0.206 0 14 0 0 1 -19.01 159.789 14 Page 102 of 111 Detail Report: M1 Load Combination:Envelope Code check:0.566 (LC 30) y z y z x Input Data Shape:HSS6X6X4 Member Type:Column Length (in):97.575 Material Type:Hot Rolled Steel Design Rule:Columns Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N7 J Node:N11 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M1 N7 N11 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 30 - -- - Applied Loading - Shear + Torsion 36 - -- - Axial Tension Analysis 30 0.335 k 144.335 k - - Axial Compression Analysis 30 0 k 128.355 k - - Flexural Analysis (Strong Axis)30 13.194 k-ft 25.709 k-ft - - Flexural Analysis (Weak Axis)- 1.321 k-ft 25.709 k-ft - - Shear Analysis (Major Axis y)36 1.673 k 40.826 k 0.041 PASS Shear Analysis (Minor Axis z)36 0.141 k 40.826 k 0.003 PASS Bending & Axial Interaction Check (UC Bending Max)30 - -0.566 PASS Torsional Analysis 30 0 k-ft 21.278 k-ft 0 PASS RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:02:02 PM Page 103 of 111 Detail Report: M23 Load Combination:Envelope Code check:0.654 (LC 14) y z y z x Input Data Shape:HSS6X3X3 Member Type:Beam Length (in):345 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N36 J Node:N4 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M23 N36 N4 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 14 - -- - Applied Loading - Shear + Torsion 14 - -- - Axial Tension Analysis 14 0 k 80.707 k - - Axial Compression Analysis 14 0.534 k 5.746 k - - Flexural Analysis (Strong Axis)14 6.943 k-ft 12.831 k-ft - - Flexural Analysis (Weak Axis)- 0.496 k-ft 7.464 k-ft - - Shear Analysis (Major Axis y)14 1.775 k 31.506 k 0.056 PASS Shear Analysis (Minor Axis z)14 0.247 k 14.252 k 0.017 PASS Bending & Axial Interaction Check (UC Bending Max)14 - -0.654 PASS Torsional Analysis 14 0.084 k-ft 7.863 k-ft 0.011 PASS RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:02:04 PM Page 104 of 111 Detail Report: M12 Load Combination:Envelope Code check:0.577 (LC 32) y z y z x Input Data Shape:HSS8X6X3 Member Type:Beam Length (in):240.917 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N17 J Node:N18 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M12 N17 N18 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 32 - -- - Applied Loading - Shear + Torsion 33 - -- - Axial Tension Analysis 32 0.068 k 128.635 k - - Axial Compression Analysis 32 0 k 67.385 k - - Flexural Analysis (Strong Axis)32 15.144 k-ft 27.572 k-ft - - Flexural Analysis (Weak Axis)- 0.553 k-ft 19.794 k-ft - - Shear Analysis (Major Axis y)33 12.816 k 43.009 k 0.298 PASS Shear Analysis (Minor Axis z)33 8.656 k 31.506 k 0.275 PASS Bending & Axial Interaction Check (UC Bending Max)32 - -0.577 PASS Torsional Analysis 32 0.047 k-ft 21.824 k-ft 0.002 PASS RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:02:05 PM Page 105 of 111 Detail Report: M30 Load Combination:Envelope Code check:0.832 (LC 14) y z y z x Input Data Shape:HSS8X3X4 Member Type:Beam Length (in):330 Material Type:Hot Rolled Steel Design Rule:Beams Internal Sections:96 Design Code:AISC 15th (360-16): ASD I Node:N45 J Node:N46 I Release:BenPIN J Release:BenPIN I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A500-B E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):46 R :y 1.4 Fu (ksi):58 R :t 1.3 M30 N45 N46 AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 14 - -- - Applied Loading - Shear + Torsion 14 - -- - Axial Tension Analysis 14 0 k 131.389 k - - Axial Compression Analysis 14 0.208 k 10.338 k - - Flexural Analysis (Strong Axis)14 19.055 k-ft 26.397 k-ft - - Flexural Analysis (Weak Axis)- 1.236 k-ft 12.345 k-ft - - Shear Analysis (Major Axis y)14 2.801 k 56.229 k 0.05 PASS Shear Analysis (Minor Axis z)14 0.189 k 17.721 k 0.011 PASS Bending & Axial Interaction Check (UC Bending Max)14 - -0.832 PASS Torsional Analysis 14 0.007 k-ft 13.726 k-ft 0.0005121 PASS RISA-3D Version 22 [ Monoslope 224730-2.r3d ] Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Shelter 20' x 112.5' Checked By : __________ 6/10/2025 10:02:07 PM Page 106 of 111 Page 107 of 111 Page 108 of 111 Page 109 of 111 Detail Report: F3 Input Data Length (ft):5 Width (ft):5 Thickness (in):12 Height (in):24 Rot. Angle (deg):0 eX (in):0 eZ (in):0 pX (in):24 pZ (in):24 Gross Allow. Bearing (ksf):2 (gross) Design Code:ACI 318-19 Minimum Steel:.0018 Maximum Steel:.0075 Material Properties Material:Conc3500NW E (ksi):3409 G (ksi):1482 Nu:0.15 Therm. Coef (1e F ):5o -1 0.6 Density (k/ft ):3 0.145 f'c (ksi):3.5 λ:1 Tension Bar Fy (ksi):60 Shear Bar (ksi):60 Design Properties Footing Top Bar Cover (in):1.5 Footing Bottom Bar Cover (in):3 Pedestal Longitudinal Bar Cover (in):1.5 Overturning / Sliding SF:1 Coefficient of Friction:0.3 Passive Resistance of Soil (k):0 Φ for Flexure:0.9 Φ for Shear:0.75 Φ for Bearing:0.65 Footing Dimensions 5 ft 5 f t 1.5 ft 1. 5 f t 24 in 24 i n A B CD x z 24 i n 12 i n CD Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (ksf) DL 4.835 -1.679 1.692 -9.566 0.1 +P +Vx A D +Vz D C +Mx D C +Mz A D +Over Design Checks Gov. LC Required Available Unity Check Result Soil Bearing 1 1.612 ksf 2 ksf 0.806 PASS Footing Flexure Design 2 1.321 k-ft 51.144 k-ft 0.112 PASS Footing Shear Check (Bottom Bars)2 4.22 k 25.193 k 0.167 PASS Pedestal Design Shear 2 2.03 k 78.556 k 0.026 PASS Pedestal Design Bending 2 - -0.068 PASS Concrete Bearing Check (Vertical Loads Only)2 7.194 k 2227.68 k 0.003 PASS RISAFoundation Version 16 [ 224730-2_Spread.fnd ] Page 1 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Checked By : __________ 6/10/2025 10:04:40 PM Page 110 of 111 Overturning Check (Service)1 14.603 k-ft 29.3 k-ft 2.006 PASS Sliding Check (Service)1 3.516 k 3.516 k 2.078 PASS Details x z A B CD #4@9 in 5 ft 5 f t #4@9 in x Dir. Steel: 1.37 in2 (7 #4) z Dir. Steel: 1.37 in 2 (7 #4) Bottom Rebar Plan 24 i n 12 i n 3 i n 1. 5 i n #4@12 in CDFooting Elevation A B CD #4@18 in 5 ft 5 f t #4@18 in x Dir. Steel: 0.79 in2 (4 #4) z Dir. Steel: 0.79 in 2 (4 #4) Top Rebar Plan 1. 5 i n 24 in 24 i n 8#6 Pedestal Rebar Plan RISAFoundation Version 16 [ 224730-2_Spread.fnd ] Page 2 Company Designer Job Number Model Name : : : : Americana Outdoors AO 224730-2 Monoslope Checked By : __________ 6/10/2025 10:04:41 PM Page 111 of 111