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302 E Santa Clara Ave - Plan
31070FX 31070FX 3068 31130RS 3068 12080 31070FX31070FX 4068 3068 P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L S1 A4S1A4 CROSS SECTION 1 S2 A5S2A5 CROSS SECTION 2 3'-6" 3' 3'-6" 11'-1"3'-10"8' 3'-10"5' 37' 8'-3" 3'-10" 3' 1'-11"3'-10" 9" 3'-10" 10'-7" 10'-6" 36' 5' 10'-4" 12'-1" 10'-7" 21' 10'-7" 2'-8" 12'-1" 46'-4"1' 14' 10'-4" 32'-5" 3'-10"8'3'-10"5' 20' 16'-2" 53'-1"24'-5" 37' 150'-8" 2'-5"12'1'-9" 16'-2"1'-8"9'-8"10'31'-9" 75'-10"17'-10" 93'-8" 53'-1" 51'-6" 2451 SQ FT 4'-5" X 9'-10" LIVING AREA PORCH N (E) SITE PLAN SCALE: 3/16 = 1'-0" A1 SHEET: SCALE: DATE: 08/30/2024 PROJECT INFORMATION & (E) SITE PLAN Revision Table Number Date Revised By Description 1 04/30/2024 JO PLANNING 2 05/03/2024 JO BP SCREEN 3 06/05/2024 JO BP 4 08/30/2024 JO PCC PROJECT NAME: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 JUAN ORELLANA _____________ PROJECT DESCRIPTION: NEW PATIO COVER WITH ROOFING TO MATCH EXISTING. OWNER INFORMATION: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 APPLICABLE BUILDING CODES: 2022 CALIFORNIA EXISTING BUILDING CODE 2022 CALIFORNIA RESIDENTIAL CODE 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA MECHANICAL 2022 CALIFORNIA FIRE CODE 2022 GREEN BUILDING STANDARDS CODE 2022 CALIFORNIA ENERGY CODE CODE ANALYSIS: APN: 00312038 TYPE OF CONSTRUCTION: VB ZONING: R-1 NUMBER OF STORIES: 1 FIRE SPRINKLERS: N/A CONSULTANT INFORMATION: JUAN ORELLANA COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 714-797-9312 COMPASDESIGNSERVICES@GMAIL.COM AREA SUMMARY (E) FIRST FLOOR = 2,451 SQ. FT. (E) GARAGE = 369 SQ. FT. (N) PATIO = 732.51 SQ. FT. TOTAL LOT AREA = 7,659 SQ. FT. SHEET INDEX LABEL TITLE A1 PROJECT INFO. & (E) SITE PLAN A2 (N) SITE PLAN A3 (E) & (N) PATIO FLOOR PLAN A4 ELEVATIONS A5 ELEVATIONS SN STRUCTURAL NOTES S1 FOUNDATION & ROOF PLAN SD1 DETAIL VECINITY MAP PR O P E R T Y L I N E PR O P E R T Y L I N E PROPERTY LINE PROPERTY LINE E S A N T A C L A R A A V E . N SPURGEON ST FRONTYARD DRIVEWAY 3/16= 1'-0" (E) HOUSE (E) BACKYARD Bldg# 101120053 APPROVALS: PLNG - ASevilla BLDG - GHuang 302 E Santa Clara Ave 9/25/2024 31070FX 31070FX 3068 31130RS 3068 12080 31070FX31070FX 4068 3068 P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L S1 A4S1 A4 CROSS SECTION 1 S2 A5S2A5 CROSS SECTION 2 28'-6" 4' 4'-3" 3'-10" 3' 1'-11"3'-10" 9" 3'-10" 10'-7" 10'-4" 12'-1" 10'-7" 21' 10'-7" 2'-8" 12'-1" 46'-4"1' 14' 30'-9"3'-10"9'-8"3'-10"5' 53'-1"24'-5" 93'-8" 2'-5"12'1'-9" 16'-2"1'-8"9'-8"10'31'-9" 75'-10"17'-10" 93'-8" 53'-1" 1'-6" 7"10'-6"2'10'-5"2'10' 37' CL1'-1"CL12'-6"12'-5"2'-6" 1'-9" 27'-6" 1'-9" 8' 2' 25'-6" 2' 13'-9" 4' 28' 4' CL 4'-3" CL 13'-7"14'-11" 31' CL 4'-3" 20' 51'-6" CLCL12'-6" CL 12'-6" 28'-1" X 26'-1" 4'-5" X 9'-10" PORCH PATIO N A2 SHEET: SCALE: DATE: 08/30/2024 (N) SITE PLAN Revision Table Number Date Revised By Description 1 04/30/2024 JO PLANNING 2 05/03/2024 JO BP SCREEN 3 06/05/2024 JO BP 4 08/30/2024 JO PCC PROJECT NAME: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 JUAN ORELLANA _____________ (N) SITE PLAN SCALE: 3/16 = 1'-0" (E) HOUSE (N) PATIO COVER (E) HOUSE (N) PATIO COVER PROPERTY LINE PROPERTY LINE PROPERTY LINE PROPERTY LINE E SANTA CLARA AVE. N SPURGEON ST DRIVEWAY BACKYARD FRONTYARD 3/16= 1'-0" BACKYARD AREA 20' X 51' 6" = 1,030 SQ. FT. 35% OF BACKYARD AREA = 360.5 SQ. FT. PATIO COVER AREA OVER BACKYARD 10' X 29' 6" = 296.14 SQ. FT. PATIO COVER AREA IS LESS THAN 35% (N) PATIO COVER ROOF LINE (N) PATIO COVER ROOF LINE (E) CONCRETE PAVING (E) CONCRETE PAVING 302 E Santa Clara Ave 9/25/2024 31070FX 31070FX 3068 31130RS P / LP / LP / LP / LP / LP / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / LP / LP / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L S1 A4S1 A4 CROSS SECTION 1 S2 A5S2A5 CROSS SECTION 2 28'-6" 4' 4'-3" 3'-10" 3' 1'-11"3'-10" 9" 3'-10" 10'-7" 24'-5" 1'-6" 7"10'-6"2'10'-5"2'10' 37' CL1'-1"CL12'-6"12'-5"2'-6" 1'-9" 27'-6" 1'-9" 8' 2' 25'-6" 2' 13'-9" 4' 28' 4' CL 4'-3" CL 13'-7"14'-11" 31' CL 4'-3" 20' 51'-6" CLCL12'-6" CL 12'-6" 28'-1" X 26'-1" PATIO 31070FX 31070FX 3068 31130RS P / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / LP / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L P / L S1 A4S1 A4 CROSS SECTION 1 S2 A5S2A5 CROSS SECTION 2 37' 8'-3" 3'-10" 3' 1'-11"3'-10" 9" 3'-10" 10'-7" 10'-6" 36' 5' 24'-5"37' 51'-6" 2451 SQ FT LIVING AREA NN A3 SHEET: SCALE: DATE: 08/30/2024 (E) & (N) PATIO FLOOR PLAN Revision Table Number Date Revised By Description 1 04/30/2024 JO PLANNING 2 05/03/2024 JO BP SCREEN 3 06/05/2024 JO BP 4 08/30/2024 JO PCC PROJECT NAME: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 JUAN ORELLANA _____________ (N) PATIO FLOOR PLAN SCALE: 1/4= 1'-0" (N) PATIO FLOOR PLAN SCALE: 1/4= 1'-0" 1/4= 1'-0" (N) COLUMNS WITH DECORATIVE PILAR (E) HOUSE (E) HOUSE (E) BACKYARD (N) PATIO COVER ROOF LINE (N) PATIO COVER ROOF LINE (E) CONCRETE PAVING (E) CONCRETE PAVING (N) PATIO COVER ROOF LINE (N) PATIO COVER ROOF LINE (E) CONCRETE PAVING 302 E Santa Clara Ave 9/25/2024 17'-6" 1'-4" 10' 3'-2" 1' 8'-4" 1'-9" 15'-9" 8'-6" 16'-10"16'-10" 8'-10" 17'-6" 1'-3" 10' 3'-2" 5 12 (E) ROOF PITCH 5 12 (N) ROOF PITCH 5 12 (E) ROOF PITCH A4 SHEET: SCALE: DATE: 08/30/2024 ELEVATIONS Revision Table Number Date Revised By Description 1 04/30/2024 JO PLANNING 2 05/03/2024 JO BP SCREEN 3 06/05/2024 JO BP 4 08/30/2024 JO PCC PROJECT NAME: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 JUAN ORELLANA _____________ (E) ELEVATION (E) ELEVATION (E) WINDOW (E) WINDOW (E) WINDOW (E) DOOR (E) DOOR (E) WINDOW (E) WINDOW (E) WINDOW 3/8= 1'-0" (N) PATIO COVER (N) COLUMNS WITH DECORATIVE PILAR (N) COLUMNS WITH DECORATIVE PILAR 302 E Santa Clara Ave 9/25/2024 17'-6" 15'-4" 7'-1" 8'-3" 17'-6" 5 12 (E) ROOF PITCH 5 12 (E) ROOF PITCH 5 12 (N) ROOF PITCH A5 SHEET: SCALE: DATE: 08/30/2024 ELEVATIONS Revision Table Number Date Revised By Description 1 04/30/2024 JO PLANNING 2 05/03/2024 JO BP SCREEN 3 06/05/2024 JO BP 4 08/30/2024 JO PCC PROJECT NAME: OMERO SUAREZ ADDRESS: 302 E SANTA CLARA AVE, SANTA ANA, CA 92706 COMPA'S DESIGN SERVICES 949 N. IROQUOIS AVE. ANAHEIM, CA 92801 JUAN ORELLANA _____________ (E) ELEVATION (E) ELEVATION (E) WINDOW (E) WINDOW (E) WINDOW (E) WINDOW (E) DOOR (E) DOOR 1/4= 1'-0" (N) PATIO COVER (N) COLUMNS WITH DECORATIVE PILAR (N) COLUMNS WITH DECORATIVE PILAR (N) COLUMNS WITH DECORATIVE PILAR 302 E Santa Clara Ave 9/25/2024 S1 FO U N D A T I O N & RO O F P L A N SHEET: SCALE: DATE: 08/30/2024 Re v i s i o n T a b l e Nu m b e r Da t e Re v i s e d B y De s c r i p t i o n CO M P A ' S D E S I G N S E R V I C E S 94 9 N . I R O Q U O I S A V E . AN A H E I M , C A 9 2 8 0 1 JU A N O R E L L A N A _ _ _ _ _ _ _ _ _ _ _ _ _ PR O J E C T N A M E : AD D R E S S : 30 2 E S A N T A C L A R A A V E , SA N T A A N A , C A 9 2 7 0 6 1 04 / 3 0 / 2 0 2 4 JO PL A N N I N G OM E R O S U A R E Z 2 05 / 0 3 / 2 0 2 4 JO BP S C R E E N 3 06 / 0 5 / 2 0 2 4 JO BP 4 08 / 3 0 / 2 0 2 4 JO PC C 3/8" = 1' 0" LEGEND: ROOF FRAMING PLAN 1FOUNDATION PLAN 2 302 E Santa Clara Ave 9/25/2024 302 E Santa Clara Ave 9/25/2024 302 E Santa Clara Ave 9/25/2024 of of of of of of of of 302 E. Santa Clara Ave., Santa Ana, CA 92706 302 E Santa Clara Ave 9/25/2024 AmenSay 9 22 24 Omeo Say Omero Suarez 302 E. Santa Clara Ave., Santa Ana, CA 92706 Detached backyard Patio Cover 9/22/24 Omero Suarez Juan Orellana, Compa’s Design Services 949 N. Iroquois Ave., Anaheim, CA 92801 714-797-9312 302 E. Santa Clara Ave., Santa Ana, CA 92706 302 E Santa Clara Ave 9/25/2024 Page 1 of 19 DIVISION: 07 00 00— THERMAL AND MOISTURE PROTECTION Section: 07 32 16— Concrete Roof Tiles REPORT HOLDER: SANDSTONE INC., dba STONEWORTH BUILDING PRODUCTS EVALUATION SUBJECT: STONEWORTH BUILDING PRODUCTS FLAT AND VENETIAN CONCRETE ROOF TILES 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: 2021, 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2021, 2018, 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Properties evaluated: Durability Fire classification Wind uplift resistance 1.2 Evaluation to the following green code: 2022 California Green Building Standards Code (CALGreen), Title 24, Part 11 Attributes verified: See Section 3.1 2.0 USES The Flat and Venetian concrete roof tiles are used as Class A roof coverings in accordance with the 2021, 2018, 2015, 2012 and 2009 IBC Section 1505.2, Exception 2 (exception to 2006 IBC Section 1505.2) and 2021, 2018, 2015, 2012 and 2009 IRC Section R902.1, Exception 2 (exception to 2006 IRC Section R902.1). 3.0 DESCRIPTION The Flat and Venetian tiles are manufactured from portland cement, sand, water, coloring agents and admixture, and comply with ASTM C1492. Mineral coloring oxides are mixed with the portland cement to produce color through the entire tile. Both tiles are 161/2 inches (419 mm) long and 13 inches (330 mm) wide, and have longitudinal edges that form interlocking ribs and grooves designed to restrict lateral movement and provide a weather check. The attributes of the roof tiles have been verified as conforming to the provisions of 2022 CALGreen Section A5.406.1.2 for reduced maintenance. Note that decisions on compliance for those areas rest with the user of this report. The user is advised of the project-specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. These codes or standards often provide supplemental information as guidance. ICC-ES Evaluation Report ESR-2528 Reissued April 2024 This report also contains: -FBC Supplement Subject to renewal April 2025 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an nty by ICC Evaluation Service, LLC, express or implied, as to any finding or Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 2 of 19 3.1 Flat Tile: The Flat tiles are approximately 11/2 inches (38 mm) high and are classified as Type II tiles in accordance with ASTM C1492. Two nail holes are provided at the top portion of each tile, with protruding head lugs on the underside to provide mechanical attachment over battens. The tiles are installed with a head lap of 3 inches (76 mm) and a side lap of 1.35 inches (34 mm), and have an installed weight of 101/2 psf (51 kg/m2). See Figure 1 for tile profile and dimensions with matching ridge, rake and hip units. 3.2 Venetian Tile: The Venetian tiles are approximately 3 inches (76 mm) high and are classified as Type I tiles in accordance with ASTM C1492. Two nail holes are provided at the top portion of each tile, with protruding head lugs on the underside to provide mechanical attachment over battens. The tiles are installed with a head lap of 3 inches (76 mm) and a side lap of 1.27 inches (32 mm), and have an installed weight of 91/2 psf (46 kg/m2). See Figure 2 for tile profile and dimensions with matching ridge, rake and hip units. 4.0 INSTALLATION 4.1 General: Except as otherwise noted in this report, the tiles must be installed in accordance with the Concrete and Clay Roof Tile Installation Manual for Moderate Climate Regions, published by the Tile Roofing Institute, Inc., and the Western States Roofing Contractors Association (herein referred to as the TRI/WSRCA installation manual), dated March 2010. This report and the current TRI/WSRCA installation manual must be available at the jobsite at all times during installation. 4.2 Adhesively Attached Systems: The Flat and Venetian concrete roof tiles may be installed with roof tile adhesives that are described in a current ICC-ES evaluation report for use in concrete roof tile applications. Installation of tiles using these adhesively attached systems must be in accordance with the adhesive manufacturer’s ICC-ES evaluation report. 4.3 Roof Slope Limitations: Tiles must be installed on roof slopes of between 21/2:12 (21 percent) and 21:12 (175 percent). 4.4 Underlayment: For adhesively attached systems, underlayment must be in accordance with the adhesive manufacturer’s ICC- ES evaluation report. 4.5 Fire Classification: 4.5.1 2021, 2018, 2015, 2012 and 2009 IBC and IRC: When installed in accordance with this report, the Flat and Venetia concrete roof tiles are Class A roof coverings in accordance with Exception 2 to IBC Section 1505.2 and Exception 2 to IRC Section R902.1. 4.5.2 2006 IBC and IRC: When installed in accordance with this report, the Flat and Venetian concrete roof tiles are Class A roof coverings in accordance with the exception to IBC Section 1505.2 and IRC Section R902.1. 4.6 Wind Resistance: 4.6.1 2021 IBC and 2018 IBC: For maximum basic design wind speeds of 130 mph (209 km/h) or less and mean roof heights of 60 feet (18.3 m), tiles must be installed in accordance with the perspective parameters of IBC Table 1507.3.7. 4.6.2 2021 IRC and 2018 IRC For ultimate design windspeeds of 130 mph(209 km/h) or less and mean roof heights of 60 feet (18.3 m) for the IBC and mean roof heights of 40 ft (12.2m) for the IRC, tiles must be installed in accordance with the perspective parameters of IBC Table 1507.3.7 or IRC Section R905.3.7. 4.6.3 2015 IBC, 2015 IRC and 2012 IBC: For ultimate design wind speeds (Vult) of 130 mph (209 km/h) or less and mean roof heights of 60 feet (18.3 m) or less under the IBC and mean roof heights of 40 feet (12 192 mm) or less under the IRC, tiles must be installed in accordance with the prescriptive parameters of IBC Table 1507.3.7 or IRC Section R905.3.7, as applicable. For applications beyond these prescriptive parameters, the tiles and fastening systems must be designed in accordance with Appendix A of this report, Design Consideration for High Wind Applications. Under the 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7- 10) [hereinafter referred to as Appendix A]. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 3 of 19 4.6.4 2012 IRC: For basic wind speeds (3 second gust) of 100 mph (161 km/h) or less and mean roof heights of 40 feet (12 192 mm) or less, tiles must be installed in accordance with the prescriptive parameters of Section R905.3.7 of the IRC. For applications beyond these prescriptive parameters, the tiles and fastening systems must be designed in accordance with Appendix A of this report. 4.6.5 2009 IBC, 2009 IRC, 2006 IBC and 2006 IRC: For maximum basic wind speed of 100 mph (209 km/h) or less and mean roof heights of 60 feet (18.3 m) for the IBC and mean roof heights of 40 ft (12.2m) for the IRC, tiles must be installed in accordance with the perspective parameters of IBC Table 1507.3.7 or IRC Section R905.3.7. For applications beyond these prescriptive parameters, the tiles and the fastening systems must be designed to withstand the aerodynamic wind uplift moment in accordance with the section on Design Considerations for High Wind Applications in Appendix B of the TRI/WSRCA installation manual. The generic required aerodynamic uplift moment, determined in accordance with Tables 5A through 6D of the TRI/WSRCA installation manual, must be multiplied by the tile factor ratio of the tile in Table 1 to obtain the required aerodynamic uplift moment for the specific roof tile being installed. The allowable aerodynamic uplift moment for the roof tile fastening system selected from Table 7A of the TRI/WSRCA installation manual, must be equal to or greater than the required aerodynamic uplift moment for the specific roof tile being installed. See Appendix B of the TRI/WSRCA installation manual, dated March 2010 for additional details. 4.7 Adhesively Attached Systems: Flat and Venetian Flat and Venetian concrete roof tiles may be installed with a roof tile adhesive that is listed in a current ICC-ES evaluation report for use in concrete roof tile applications. Installation of tiles using the tile adhesive must be in accordance with the adhesive manufacturer’s ICC-ES evaluation report. 4.8 Reroofing Applications: The tiles may be installed over existing roofs, provided the requirements of 2021 IBC Section 1512 [2018 and 2015 IBC Section 1511 (2012, 2009 and 2006 IBC Section 1510)] or 2021, 2018 and 2015 IRC Section R908 (2012, 2009 and 2006 IRC Section R907), as applicable, are met. The roof classification is as noted in Section 4.5. 5.0 CONDITIONS OF USE: The Flat and Venetian concrete roof tiles described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The tiles must be manufactured, identified and installed in accordance with this report, the applicable code, and the TRI/WSRCA installation manual, dated March 2010. The instructions within this report govern if there are any conflicts between the installation manual and this report. 5.2 The roof sheathing and roof framing system must be designed for the appropriate loads determined in accordance with the applicable code, subject to the approval of the code official. 5.3 The roof tiles are manufactured under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Clay and Concrete Roof Tiles (AC180), dated February 2012 (editorially revised July 2022). 7.0 IDENTIFICATION 7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-2528) along with the name, registered trademark, or registered logo of the report holder (Stoneworth Building Products) must be included in the product label. 7.2 In addition, each Venetian tile is embossed with the words “Vortex Hydra Italy” or “CFL” or “ALLYNDEB TILE CFL.” Additionally, each Flat tile is identified with the embossments “Sandstone” and “Vortex Hydra Italy.” Each shipping pallet is identified with the Stoneworth Building Products address; the manufacturing location; the product name (Flat or Venetian) and the installed weight. 7.3 The report holder’s contact information is the following: SANDSTONE INC., dba STONEWORTH BUILDING PRODUCTS 4025 BONNER INDUSTRIAL DRIVE SHAWNEE, KANSAS 66226 (913) 422-0794 www.stoneworthcompany.com 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 4 of 19 FIGURE 1—FLAT TILE WITH RIDGE, RAKE AND HIP UNITS FIGURE 2 ─ VENETIAN TILE WITH RIDGE, RAKE AND HIP TABLE 1 ─ TILE FACTORS AND TILE FACTOR RATIOS Flat 1.394 0.991 Venetian 1.404 0.998 1Tile factor ratio = tile factor / base tile factor of 1.407 ft3 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 5 of 19 APPENDIX A Design Considerations for High Wind Applications Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) 2015 and 2012 IBC: Table 1507.3.7 of the 2015 and 2012 IBC provides prescribed installation requirements for concrete and clay roof tiles applicable to ultimate design wind speeds (Vult) up to 130 miles per hour (58 m/s). For specific regions of the country identified in the 2015 and 2012 IBC as being subjected to ultimate design wind speeds (Vult) in excess of 130 miles per hour (58 m/s), the tiles and fastening systems must be designed in accordance with this Appendix. 2015 IRC: On buildings located in areas where the 2015 IRC ultimate design wind speed does not exceed 130 mph (58 m/s) and having a maximum mean roof height of 40 feet (12.192 mm), tile application must comply with 2015 IRC Section R905.3.7. 2012 IRC: On buildings located in areas where the 2012 IRC basic wind speed does not exceed 100 mph and having a maximum mean roof height of 40 feet (12.192 mm), tile application must comply with 2012 IRC Section R905.3.7. For greater basic wind speeds and/or higher mean roof heights, the tiles and fastening systems must be designed in accordance with this Appendix. The following design aids are provided to the roof designer for consideration in determining the fastening requirements for roof tiles for wind applications beyond the prescriptive requirements in the IBC or IRC. These tables were developed based on the requirements of 2015 and 2012 IBC Section 1609.5.3 and ASCE 7-10. Tables 3A through 3D of the Appendix are used to determine the generic required aerodynamic uplift moment for the tile. The generic required aerodynamic uplift moment determined from the tables must be multiplied by the tile factor ratio in Table 1 of this report to obtain the required aerodynamic uplift moment for the specific roof tile being installed. The allowable aerodynamic uplift moment for the roof tile fastening system selected from Table 4 of the Appendix must be equal to or greater than the required aerodynamic uplift moment for the specific roof tile being installed. Underlayment Notes: For consideration of attachment of underlayments in high wind areas, see 2015 and 2012 IBC Section 1507.3.3.3, 2015 IRC Sections R905.1.1 and R905.3.3 and 2012 IRC Section R905.3.3.3. Attachment of underlayments must comply with the above-mentioned sections. TABLE 2 Conversion from Nominal Design Wind Speed Vasd to Ultimate Design Wind Speed Vult shall be converted as Vasd = Vult * √0.6 or from the following table: Design Wind Speed Conversion (mph) Vult 110 120 130 140 150 160 170 180 190 Vasd 85 93 101 108 116 124 132 139 147 For SI: 1 mile per hour = 0.44 m/s. A linear interpolation is permitted. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 6 of 19 APPENDIX A (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) 2 θ θ 2 θ θ Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 11.2 13.3 15.6 18.1 20.8 23.7 26.8 30.0 33.4 20 11.2 13.3 15.6 18.1 20.8 23.7 26.8 30.0 33.4 25 11.2 13.3 15.6 18.1 20.8 23.7 26.8 30.0 33.4 30 11.2 13.3 15.6 18.1 20.8 23.7 26.8 30.0 33.4 35 11.7 13.9 16.3 18.9 21.7 24.7 27.9 31.3 34.9 40 12.2 14.5 17.0 19.7 22.6 25.7 29.1 32.6 36.3 45 12.5 14.9 17.4 20.2 23.2 26.4 29.8 33.4 37.2 50 12.9 15.4 18.1 21.0 24.1 27.4 31.0 34.7 38.7 55 13.3 15.8 18.6 21.5 24.7 28.1 31.7 35.6 39.6 60 13.6 16.2 19.0 22.0 25.3 28.8 32.5 36.4 40.6 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 13.6 16.2 19.0 22.0 25.3 28.8 32.5 36.4 40.6 20 14.4 17.1 20.1 23.3 26.8 30.5 34.4 38.6 43.0 25 15.0 17.9 21.0 24.4 28.0 31.8 35.9 40.3 44.9 30 15.7 18.7 21.9 25.4 29.2 33.2 37.5 42.0 46.8 35 16.1 19.2 22.6 26.2 30.1 34.2 38.6 43.3 48.2 40 16.6 19.8 23.2 27.0 30.9 35.2 39.8 44.6 49.7 45 17.0 20.2 23.7 27.5 31.5 35.9 40.5 45.4 50.6 50 17.5 20.8 24.4 28.3 32.4 36.9 41.7 46.7 52.0 55 17.7 21.1 24.8 28.8 33.0 37.6 42.4 47.6 53.0 60 18.1 21.5 25.3 29.3 33.6 38.3 43.2 48.4 54.0 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 16.5 19.6 23.0 26.7 30.7 34.9 39.4 44.1 49.2 20 17.3 20.6 24.1 28.0 32.1 36.6 41.3 46.2 51.6 25 19.9 21.3 25.0 29.0 33.3 37.9 42.8 48.0 53.5 30 18.6 22.1 25.9 30.1 34.5 39.3 44.3 49.7 55.4 35 19.1 22.7 26.6 30.8 35.4 40.3 45.5 51.0 56.8 40 19.5 23.2 27.3 31.6 36.3 41.3 46.6 52.2 58.3 45 20.0 23.8 27.9 32.4 37.2 42.3 47.8 53.5 59.7 50 20.3 24.2 28.4 32.9 37.8 43.0 48.5 54.4 60.6 55 20.7 24.6 28.8 33.4 38.4 43.7 49.3 55.2 61.6 60 20.9 24.9 29.3 34.0 39.0 44.4 50.1 56.1 62.5 Wind Speeds are per ASCE 7-10 for Ultimate Design Wind Speed at 33 ft. above ground. MRH = Mean Roof Height in Feet for Roof Pitches 6:12 and Less Equates to Roof Slopes 12°< θ < 27° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 7 of 19 APPENDIX A (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) 2 2 θ 2 θ Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 8.4 10.0 11.7 13.6 15.6 17.8 20.1 22.5 25.1 20 8.4 10.0 11.7 13.6 15.6 17.8 20.1 22.5 25.1 25 8.4 10.0 11.7 13.6 15.6 17.8 20.1 22.5 25.1 30 8.4 10.0 11.7 13.6 15.6 17.8 20.1 22.5 25.1 35 8.8 10.4 12.2 14.2 16.3 18.5 20.9 23.5 26.1 40 9.1 10.9 12.7 14.8 17.0 19.3 21.8 24.4 27.2 45 9.4 11.1 13.1 15.2 17.4 19.8 22.4 25.1 27.9 50 9.7 11.6 13.6 15.7 18.1 20.6 23.2 26.0 29.0 55 10.0 11.9 13.9 16.1 18.5 21.2 23.8 26.7 29.7 60 10.2 12.1 14.2 16.5 19.0 21.6 24.4 27.3 30.4 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 10.2 12.1 14.2 16.5 19.0 21.6 24.4 27.3 30.4 20 10.8 12.9 15.1 17.5 20.1 22.9 25.8 28.9 32.2 25 11.3 13.4 15.8 18.3 21.0 23.9 26.9 30.2 33.7 30 11.8 14.0 16.4 19.1 21.9 24.9 28.1 31.5 35.1 35 12.1 14.4 16.9 19.5 22.5 25.6 29.0 32.5 36.2 40 12.5 14.9 17.4 20.2 23.2 26.4 29.8 33.4 37.2 45 12.7 15.1 17.8 20.6 23.7 26.9 30.4 34.1 38.0 50 13.1 15.6 18.3 21.2 24.3 27.7 31.2 35.0 39.0 55 13.3 15.9 18.6 21.6 24.8 28.2 31.8 35.7 39.7 60 13.6 16.1 18.9 22.0 25.2 28.7 32.4 36.2 40.5 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 12.4 14.7 17.3 20.0 23.0 26.2 29.5 33.1 36.9 20 13.0 15.4 18.1 21.0 24.1 27.4 31.0 34.7 38.7 25 13.4 16.0 18.8 21.8 25.0 28.4 32.1 36.0 40.1 30 13.9 16.6 19.4 22.6 25.9 29.5 33.3 37.3 41.5 35 14.3 17.0 19.9 23.1 26.6 30.2 34.1 38.2 42.6 40 14.6 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 45 15.0 17.9 21.0 24.3 27.9 31.7 35.8 40.2 44.8 50 15.2 18.1 21.3 24.7 28.3 32.3 36.4 40.8 45.5 55 15.5 18.4 21.6 25.1 28.8 32.8 37.0 41.5 46.2 60 15.7 18.7 22.0 25.5 29.2 33.3 37.6 42.1 46.9 Wind Speeds are per ASCE 7-10 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Less Than 51/2:12 Equates to Roof Slopes 12°< θ < 25° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 8 of 19 APPENDIX A (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) θ θ Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 6.8 8.1 9.6 11.1 12.7 14.5 16.4 18.3 20.4 20 6.8 8.1 9.6 11.1 12.7 14.5 16.4 18.3 20.4 25 6.8 8.1 9.6 11.1 12.7 14.5 16.4 18.3 20.4 30 6.8 8.1 9.6 11.1 12.7 14.5 16.4 18.3 20.4 35 7.1 8.5 10.0 11.6 13.3 15.1 17.1 19.1 21.3 40 7.4 8.8 10.4 12.0 13.8 15.7 17.8 19.9 22.2 45 7.6 9.1 10.7 12.4 14.2 16.1 18.2 20.4 22.8 50 7.9 9.4 11.1 12.8 14.7 16.8 18.9 21.2 23.6 55 8.2 9.7 11.3 13.1 15.1 17.2 19.4 21.7 24.2 60 8.3 9.9 11.6 13.5 15.5 17.6 19.9 22.3 24.8 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 8.3 9.9 11.6 13.5 15.5 17.6 19.9 22.3 24.8 20 8.8 10.5 12.3 14.3 16.4 18.6 21.0 23.6 26.3 25 9.2 10.9 12.8 14.9 17.1 19.5 22.0 24.6 27.4 30 9.6 11.4 13.4 15.5 17.8 20.3 22.9 25.7 28.6 35 9.9 11.8 13.8 16.0 18.4 20.9 23.6 26.4 29.5 40 10.2 12.1 14.2 16.5 18.9 21.5 24.3 27.2 30.3 45 10.3 12.3 14.5 16.8 19.3 21.9 24.8 27.8 30.9 50 10.7 12.7 14.9 17.3 19.8 22.6 25.5 28.5 31.8 55 10.8 12.9 15.2 17.6 20.2 23.0 25.9 29.1 32.4 60 11.1 13.2 15.4 17.9 20.6 23.4 26.4 29.6 33.0 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 10.1 12.0 14.1 16.3 18.7 21.3 24.1 27.0 30.1 20 10.6 12.6 14.8 17.1 19.6 22.3 25.2 28.3 31.5 25 10.9 13.0 15.3 17.7 20.4 23.2 26.2 29.3 32.7 30 11.3 13.5 15.8 18.4 21.1 24.0 27.1 30.4 33.8 35 11.7 13.9 16.3 18.9 21.6 24.6 27.8 31.2 34.7 40 11.9 14.2 16.7 19.3 22.2 25.2 28.5 31.9 35.6 45 12.2 14.5 17.1 19.8 22.7 25.9 29.2 32.7 36.5 50 12.4 14.8 17.3 20.1 23.1 26.3 29.7 33.3 37.1 55 12.6 15.0 17.6 20.4 23.5 26.7 30.1 33.8 37.6 60 12.8 15.2 17.9 20.8 23.8 27.1 30.6 34.3 38.2 Wind Speeds are per ASCE 7-10 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Greater Than 6:12 Equates to Roof Slopes 27°< θ < 45° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 9 of 19 APPENDIX A (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) 2 θ 4 θ Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 12.1 14.4 17.0 19.7 22.6 25.7 29.0 32.5 36.2 20 12.1 14.4 17.0 19.7 22.6 25.7 29.0 32.5 36.2 25 12.1 14.4 17.0 19.7 22.6 25.7 29.0 32.5 36.2 30 12.1 14.4 17.0 19.7 22.6 25.7 29.0 32.5 36.2 35 12.7 15.1 17.7 20.5 23.5 26.8 30.2 33.9 37.8 40 13.2 15.7 18.4 21.3 24.5 27.9 31.5 35.3 39.3 45 13.5 16.1 18.9 21.9 25.1 28.6 32.3 36.2 40.3 50 14.0 16.7 19.6 22.7 26.1 29.7 33.5 37.6 41.9 55 14.4 17.1 20.1 23.3 26.8 30.4 34.4 38.5 42.9 60 14.7 17.5 20.6 23.9 27.4 31.2 35.2 39.5 44.0 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 14.7 17.5 20.6 23.9 27.4 31.2 35.2 39.5 44.0 20 15.6 18.6 21.8 25.3 29.0 33.0 37.3 41.8 46.6 25 16.3 19.4 22.8 26.4 30.3 34.5 38.9 43.6 48.6 30 17.0 20.2 23.7 27.5 31.6 35.9 40.6 45.5 50.7 35 17.5 20.8 24.5 28.4 32.6 37.0 41.8 46.9 52.2 40 18.0 21.5 25.2 29.2 33.5 38.1 43.1 48.3 53.8 45 18.4 21.9 25.7 29.8 34.2 38.9 43.9 49.2 54.8 50 18.9 22.5 26.4 30.6 35.1 40.0 45.1 50.6 56.4 55 19.2 22.9 26.9 31.2 35.8 40.7 46.0 51.5 57.4 60 19.6 23.3 27.4 31.7 36.4 41.4 46.8 52.5 58.4 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 110 120 130 140 150 160 170 180 190 0-15 17.9 21.3 24.9 28.9 33.2 37.8 42.7 47.8 53.3 20 18.7 22.3 26.2 30.3 34.8 39.6 44.7 50.1 55.9 25 19.4 23.1 27.1 31.5 36.1 41.1 46.4 52.0 57.9 30 20.1 23.9 28.1 32.6 37.4 42.5 48.0 53.9 60.0 35 20.6 24.6 28.8 33.4 38.4 43.7 49.3 55.2 61.6 40 21.2 25.2 29.5 34.3 39.3 44.8 50.5 56.6 63.1 45 21.7 25.8 30.3 35.1 40.3 45.9 51.8 58.0 64.7 50 22.0 26.2 30.8 35.7 40.9 46.6 52.6 59.0 65.7 55 22.4 26.6 31.2 36.2 41.6 47.3 53.4 59.9 66.7 60 22.7 27.0 31.7 36.8 42.2 48.1 54.2 60.8 67.8 Wind Speeds are per ASCE 7-10 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches 63/4:12 and Less Equates to Roof Slopes 12° < θ < 30° deg for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 Page 10 of 19 APPENDIX A (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2015 IBC and IRC and the 2012 IBC and IRC (ASCE 7-10) TABLE 4 ALLOWABLE AERODYNAMIC UPLIFT MOMENT (ft-lbf) MECHANICAL FASTENING SYSTEMS DECK THICKNESS (inches) ATTACHMENT METHOD FASTENER TYPE LOW MEDIUM HIGH 15/32 Direct Deck 1-10d smooth or screw shank nail, with clip 25.2 25.2 35.5 2-10d, smooth or screw shank nail, with clip 38.1 38.1 44.3 2-10d ring shank nail 39.1 36.1 28.6 2-10d ring shank nail, with 4-inch head lap 50.3 43.0 33.1 1-#8 screw 39.1 33.2 28.7 2-#8 screw 50.2 55.5 51.3 Batten 1-10d smooth or screw shank nail, with clip 27.5 27.5 29.4 2-10d smooth or screw shank nail, with clip 37.6 37.6 47.2 2-10d ring shank nail 34.6 36.4 26.8 1-#8 screw 25.6 30.1 25.5 2-#8 screw 36.1 41.9 37.1 19/32 Direct Deck 2-10d ring shank nail 46.4 45.5 41.2 For SI 1 inch = 25.4 mm; 1 ft-lbf = 1.4 N-m For mean roof heights over 60 feet, engineering calculations must be submitted for permitting. Notes for Table 4: 1.For attachment systems not listed in the table for 19/32-inch-thick (15.1 mm) sheathing use the allowable aerodynamic uplift resistance from the table for 15/32-inch-thick (11.9 mm) sheathing. 2.Fasteners shall have a minimum edge distance of 11/2 inches (38.1 mm) from the head of the tile and located in the pan of the tile to obtain the values in Table 3. 3.Ring shank nails shall be 10d ring shank corrosion-resistant steel nails with the following minimum dimensions:(3-inch long (76.2 mm), 0.283-inch (7.2 mm) flat head diameter, 0.120-inch (3.0 mm) undeformed shank diameter or 0.131-inch (3.3 mm) screw diameter). 4.Smooth or screw shank nails shall be 10d corrosion-resistant steel with the following minimum dimension: (3-inch long, (76.2 mm) 0.283-inch (7.2 mm) flat head diameter, 0.120-inch (3.0 mm) undeformed shank diameter or 0.131-inch (3.3 mm) screw diameter). 5.Screws are #8 course threaded, 2.5-inch-long (63.5 mm), corrosion-resistant steel wood screws conforming to ANSI/ASME B 18.6.1. 6.The fastener hold nearest the overlock shall be used when a single nail or screw is required. The fastener hole nearest the underlock and the fastener hole nearest the overlock shall be used when two nails or screws are required. 7.When using eave and field clips, attachment of the tiles is accomplished by a combination of nails and clips. Tiles are nailed to the sheathing or through the battens to the sheathing with one or two 10d corrosion-resistant nails, (Notes 2 and 3 above). Additionally, each tile is secured with a 0.060-inch-thick (1.5 mm) and 0.5-inch-wide (12.7 mm) clip which is secured to the plywood sheathing or eave fascia, as appropriate, with a single nail per clip. The nail shall be placed in the hole closest to the tile for clips having more than one nail hole. The following clip/nail combinations are permitted: a.Aluminum alloy clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). b.Galvanized steel deck clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). c.Stainless steel clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). 8.Field clips and eave clips are to be located along the tile where the clip’s preformed height and the tile’s height above the underlayment are identical. 9.Counterbatten values not included. For attachment systems not listed in table for 15/32-inch-thick (11.9 mm) sheathing, use allowable aerodynamic uplift moment from table for 15/32 – inch-thick (11.9 mm) sheathing. 302 E Santa Clara Ave 9/25/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. Page 11 of 19 ICC-ES Evaluation Report ESR-2528 FBC Supplement Reissued April 2024 This report is subject to renewal April 2025. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 32 16—Concrete Roof Tiles REPORT HOLDER: SANDSTONE INC., dba STONEWORTH BUILDING PRODUCTS EVALUATION SUBJECT: STONEWORTH BUILDING PRODUCTS FLAT AND VENETIAN CONCRETE ROOF TILES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Flat and Venetian concrete roof tiles, described in ICC-ES evaluation report ESR-2528, has also been evaluated for compliance with the codes noted below. Applicable code editions: 2023 and 2020 Florida Building Code—Building 2023 and 2020 Florida Building Code—Residential 2.0 CONCLUSIONS The Flat and Venetian concrete roof tiles, described in Sections 2.0 through 7.0 of ICC-ES evaluation report ESR-2528, complies with the Florida Building Code—Building or Florida Building Code—Residential. The design requirements must be determined in accordance with the Florida Building Code—Building or the Florida Building Code—Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-2528 for the 2021 and 2018 International Building Code® meet the requirements of the Florida Building Code—Building or the Florida Building Code—Residential, as applicable, with the following condition: •The roof tiles must be installed in accordance with Section 1507.3.7 of the Florida Building Code—Building where the nominal design wind speed, Vasd, is determined in accordance with Section 1609.3.1 of the Florida Building Code— Building or FRSA/TRI Floraida High Wind concrete and Clay Roof Tile Installation Manual, Seventh Edition. •For maximum basic design wind speeds of 130 mph (209 km/h) or less and mean roof heights of 60 feet (18.3 m) under the Florida Building Code— Building and a mean roof height of 40 feet (12 192 mm) or less under the Florida Building Code—Residential, tiles must be installed in accordance with the prescriptive parameters of the Florida Building Code— Building Section 1507.3.7 or the Florida Building Code—Residential Section R905.3.7. For applications beyond these prescriptive parameters under only the 2023 Florida Building Code—Building or the Florida Building Code—Residential, the tiles and fastening systems must be designed in accordance with Appendix B of this report and the Design Consideration for High Wind Applications Under the Florida Building Code— Building and Florida Building Code— Residential (ASCE 7-22) [hereinafter referred to as Appendix B]. Use of the Flat and Venetian concrete roof tiles have also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building or the Florida Building Code—Residential. In addition to the data noted in Section 6.0 of the evaluation report ESR-2825, data in accordance with Florida Building Test Protocol for High-Velocity Hurricane Zones, TAS 112 was submitted. For products falling under Florida Rule 61G20-3, verification that the report holder’s quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued April 2023 and revised August 2023. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 12 of 19 APPENDIX B Design Considerations for High Wind Applications Under the 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) 2023 Florida Building Code— Building: The Florida Building Code ─ Building provides prescribed installation requirements for concrete and clay roof tiles applicable to ultimate design wind speeds (Vult) up to 130 miles per hour (58 m/s). For specific regions of the country identified in the Florida Building Code ─ Building as being subjected to ultimate design wind speeds (Vult) in excess of 130 miles per hour (58 m/s), the tiles and fastening systems must be designed in accordance with this Appendix. 2023 Florida Building Code—Residential: On buildings located in areas where the Florida Building Code ─ Residential ultimate design wind speed does not exceed 130 mph (58 m/s) and having a maximum mean roof height of 40 feet (12.192 mm), tile application must comply with Florida Building Code ─ Residential Section R905.3.7. For greater basic wind speeds and/or higher mean roof heights, the tiles and fastening systems must be designed in accordance with this Appendix. The following design aids are provided to the roof designer for consideration in determining the fastening requirements for roof tiles for wind applications beyond the prescriptive requirements in the Florida Building Code— Building and Florida Building Code ─ Residential. These tables were developed based on the requirements of Section 1609.6.3 of Florida Building Code— Building and Florida Building Code ─ Residential and ASCE 7-22. Tables 2A through 2F of the Appendix are used to determine the generic required aerodynamic uplift moment for the tile. The generic required aerodynamic uplift moment determined from the tables must be multiplied by the tile factor ratio in Table 1 of ESR-2528 to obtain the required aerodynamic uplift moment for the specific roof tile being installed. The allowable aerodynamic uplift moment for the roof tile fastening system selected from Table 3 of the Appendix must be equal to or greater than the required aerodynamic uplift moment for the specific roof tile being installed. Underlayment Notes: For consideration of attachment of underlayments in high wind areas, see Florida Building Code ─ Building Section 1507.3.3 and Florida Building Code ─ Residential Sections R905.1.1 and R905.3.3. Attachment of underlayments must comply with the above-mentioned sections. TABLE 1 Conversion from Nominal Design Wind Speed Vasd to Ultimate Design Wind Speed Vult shall be converted as Vasd = Vult * √0.6 or from the following table: DESIGN WIND SPEED CONVERSION (mph) Vult asd SI: 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 13 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) 2 2 2 <θ < Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-30 14.4 15.7 18.4 21.3 24.5 27.9 31.5 35.3 39.3 40 15.2 16.6 19.5 22.6 25.9 29.5 33.3 37.3 41.6 50 16.3 17.7 20.8 24.1 27.7 31.5 35.5 39.8 44.4 60 17.1 18.6 21.8 25.3 29.1 33.1 37.3 41.8 46.6 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 17.5 19.0 22.4 25.9 29.8 33.9 38.2 42.9 47.7 20 18.5 20.2 23.7 27.4 31.5 35.9 40.5 45.4 50.6 30 20.2 22.0 25.8 29.9 34.3 39.0 44.1 49.4 55.1 40 21.4 23.3 27.4 31.7 36.4 41.4 46.8 52.4 58.4 50 22.4 24.4 28.7 33.2 38.2 43.4 49.0 55.0 61.2 60 23.3 25.3 29.7 34.5 39.6 45.0 50.8 57.0 63.5 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 21.2 23.1 27.1 31.4 36.1 41.0 46.3 51.9 57.9 20 22.2 24.2 28.4 32.9 37.8 43.0 48.6 54.5 60.7 30 23.9 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 40 25.1 27.3 32.1 37.2 42.7 48.6 54.9 61.5 68.5 50 26.1 28.5 33.4 38.7 44.5 50.6 57.1 64.0 71.3 60 27.0 29.4 34.5 40.0 45.9 52.2 58.9 66.0 73.6 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. MRH = Mean Roof Height in Feet for Roof Pitches 41/2:12 and Less Equates to Roof Slopes 12°< θ < 20° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 14 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) 2 < θ < ° < θ < 2 Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-30 12.0 13.1 15.3 17.8 20.4 23.2 26.2 29.4 32.8 40 12.7 13.8 16.2 18.8 21.6 24.6 27.7 31.1 34.6 50 13.5 14.8 17.3 20.1 23.0 26.2 29.6 33.2 37.0 60 14.2 15.5 18.2 21.1 24.2 27.6 31.1 34.9 38.9 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 14.6 15.9 18.6 21.6 24.8 28.2 31.9 35.7 39.8 20 15.4 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 30 16.8 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 40 17.8 19.4 22.8 26.4 30.3 34.5 39.0 43.7 48.7 50 18.7 21.1 23.9 27.7 31.8 36.2 40.8 45.8 51.0 60 19.4 21.1 24.8 28.7 33.0 37.5 42.3 47.5 52.9 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 17.7 19.2 22.6 26.2 30.1 34.2 38.6 43.3 48.2 20 18.5 20.2 23.7 27.4 31.5 35.9 40.5 45.4 50.6 30 19.9 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 40 20.9 22.8 26.7 31.0 35.6 40.5 45.7 51.3 57.1 50 21.8 23.7 27.8 32.3 37.1 42.2 47.6 53.4 59.5 60 22.5 24.5 28.7 33.3 38.2 43.5 49.1 55.0 61.3 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Less Than 6:12 Equates to Roof Slopes 20°< θ < 27° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 15 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) Roof 6:12 < θ < 12:12 (27° <θ < 45°) Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-30 13.6 14.8 17.4 20.2 23.1 26.3 29.7 33.3 37.1 40 14.4 15.7 18.4 21.3 24.5 27.8 31.4 35.2 39.3 50 15.4 16.7 19.6 22.8 26.1 29.7 33.6 37.6 41.9 60 16.1 17.6 20.6 23.9 27.4 31.2 35.3 39.5 44.0 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 16.5 18.0 21.1 24.5 28.1 32.0 36.1 40.5 45.1 20 17.5 19.0 22.4 25.9 29.8 33.9 38.2 42.9 47.7 30 19.0 20.7 24.3 28.2 32.4 36.9 41.6 46.7 52.0 40 20.2 22.0 25.8 30.0 34.4 39.1 44.2 49.5 55.2 50 21.2 23.1 27.1 31.4 36.0 41.0 46.3 51.9 57.8 60 22.0 23.9 28.1 32.5 37.4 42.5 48.0 53.8 57.8 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 20.0 21.8 25.6 29.7 34.1 38.8 43.7 49.0 54.6 20 21.0 22.9 26.8 31.1 35.7 40.6 45.9 51.4 57.3 30 22.5 24.5 28.8 33.4 38.4 43.6 49.3 55.2 61.5 40 23.7 25.8 30.3 35.1 40.3 45.9 51.8 58.1 64.7 50 24.7 26.9 31.5 36.6 42.0 47.8 53.9 53.9 67.4 60 25.5 27.7 32.58 37.7 43.3 49.3 55.6 55.6 69.5 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Greater Than 6:12 Equates to Roof Slopes 27°< θ < 45° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 16 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) 2 2 2 <θ < Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 18.4 20.0 23.5 27.3 31.3 35.6 40.2 45.1 50.2 20 18.4 20.0 23.5 27.3 31.3 35.6 40.2 45.1 50.2 30 18.4 20.0 23.5 27.3 31.3 35.6 40.2 45.1 50.2 40 19.5 21.2 24.9 28.8 33.1 37.7 42.5 47.7 53.1 50 20.8 22.6 26.5 30.8 35.3 40.2 45.4 50.9 56.7 60 21.8 23.8 27.9 32.3 37.1 42.2 47.7 53.5 59.6 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 22.4 24.3 28.6 33.1 38.0 43.3 48.8 54.8 61.0 20 23.7 25.8 30.2 35.1 40.3 45.8 51.7 58.0 64.6 30 25.8 28.1 32.9 38.2 43.8 49.9 56.3 63.1 70.3 40 27.3 29.8 34.9 40.5 46.5 52.9 59.8 67.0 74.7 50 28.7 31.2 36.6 42.5 48.8 55.5 62.6 70.2 78.2 60 29.7 32.4 38.0 44.0 50.6 57.5 64.9 72.8 81.1 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 27.1 29.5 34.6 40.1 46.1 52.4 59.2 66.4 73.9 20 28.4 30.9 36.3 42.1 48.3 55.0 62.1 69.6 77.5 30 30.5 33.2 39.0 45.2 51.9 59.0 66.7 74.7 83.3 40 32.1 34.9 41.0 47.5 54.6 62.1 70.1 78.6 87.6 50 33.4 36.4 42.7 49.5 56.8 64.6 73.0 81.8 91.2 60 34.4 37.5 44.0 51.1 58.6 66.7 75.3 84.4 94.0 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. MRH = Mean Roof Height in Feet for Roof Pitches 41/2:12 and Less Equates to Roof Slopes 12°< θ < 20° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 17 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) 2 < θ < ° < θ < 2 Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 19.4 21.2 24.8 28.8 33.1 37.6 42.5 47.6 53.1 20 19.4 21.2 24.8 28.8 33.1 37.6 42.5 47.6 53.1 30 19.4 21.2 24.8 28.8 33.1 37.6 42.5 47.6 53.1 40 20.6 22.4 26.3 30.5 35.0 39.8 45.0 50.4 56.2 50 21.5 23.4 27.7 31.9 36.6 41.6 47.0 52.7 58.7 60 22.4 24.4 28.6 33.2 38.1 43.4 49.0 54.9 61.2 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 19.4 21.2 24.8 28.8 33.1 37.6 42.5 47.6 53.1 20 20.6 22.4 26.3 30.5 35.0 39.8 45.0 50.4 56.2 30 22.4 24.4 28.6 33.2 38.1 43.4 49.0 54.9 61.2 40 23.8 25.9 30.4 35.2 40.5 46.0 52.0 58.3 64.9 50 24.9 27.1 31.9 36.9 42.4 48.2 54.5 61.1 68.0 60 25.8 28.1 33.0 38.3 44.0 50.0 56.5 63.3 70.5 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 23.6 25.6 30.1 34.9 40.1 45.6 51.5 57.7 64.3 20 24.7 26.9 31.6 36.6 42.0 47.8 54.0 60.5 67.5 30 26.5 28.9 33.9 39.3 45.1 51.3 58.0 65.0 72.4 40 27.9 30.4 35.6 41.3 47.5 54.0 61.0 68.3 76.1 50 29.0 31.6 37.1 43.0 49.4 56.2 63.5 71.1 79.3 60 30.0 32.6 36.3 44.4 51.0 58.0 65.5 73.4 81.8 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Less Than 6:12 Equates to Roof Slopes 20°< θ < 27° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 18 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) Roof 6:12 < θ < 12:12 (27° <θ < 45°) Exposure B Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 14.0 15.2 17.9 20.8 23.8 27.1 30.6 34.3 38.2 20 14.0 15.2 17.9 20.8 23.8 27.1 30.6 34.3 38.2 30 14.0 15.2 17.9 20.8 23.8 27.1 306 34.3 38.2 40 14.8 16.1 18.9 21.9 25.2 28.7 32.4 36.3 40.4 50 15.8 17.2 20.2 23.4 26.9 30.6 34.5 38.7 43.1 60 16.6 18.1 21.2 24.6 28.3 32.1 36.3 40.7 45.3 Exposure C Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 17.0 18.5 21.7 25.2 28.9 32.9 37.2 41.7 46.4 20 18.0 19.6 23.0 26.7 30.6 34.9 39.4 44.1 49.2 30 19.6 21.3 25.1 29.1 33.4 38.0 42.8 48.0 53.5 40 20.8 22.7 26.6 30.8 35.4 40.3 45.5 51.0 56.8 50 21.8 23.7 27.9 32.3 37.1 42.2 47.4 53.4 59.5 60 22.6 24.6 28.9 33.5 38.5 43.8 49.4 55.4 61.7 Exposure D Ultimate Design Wind Speed (mph) Mean Roof Height 115 120 130 140 150 160 170 180 190 0-15 20.6 22.4 26.3 30.5 35.1 39.9 45.0 50.5 56.3 20 21.6 23.5 27.6 32.0 36.8 41.8 47.2 52.9 59.0 30 23.2 25.3 29.7 34.4 39.5 44.9 50.7 56.9 63.4 40 24.4 26.6 31.2 36.2 41.5 47.3 53.3 59.8 66.6 50 25.4 27.7 32.5 37.7 43.2 49.2 55.5 62.3 69.4 60 26.2 28.5 33.5 38.8 44.6 50.7 57.3 64.2 71.5 Wind Speeds are per ASCE 7-22 for Ultimate Design Wind Speed at 33 ft. above ground. Mean Roof Height in Feet for Roof Pitches Greater Than 6:12 Equates to Roof Slopes 27°< θ < 45° for Zone 3. 302 E Santa Clara Ave 9/25/2024 ESR-2528 | Most Widely Accepted and Trusted Page 19 of 19 APPENDIX B (Continued) DESIGN CONSIDERATIONS FOR HIGH WIND APPLICATIONS Under The 2023 Florida Building Code— Building and 2023 Florida Building Code—Residential (ASCE 7-22) TABLE 3 ALLOWABLE AERODYNAMIC UPLIFT MOMENT (ft-lbf) MECHANICAL FASTENING SYSTEMS DECK THICKNESS (inches) ATTACHMENT METHOD FASTENER TYPE LOW MEDIUM HIGH 15/32 Direct Deck 25.2 25.2 35.5 2-10d, smooth or screw shank nail, with clip 38.1 38.1 44.3 2-10d ring shank nail 39.1 36.1 28.6 1-#8 screw 39.1 33.2 28.7 2-#8 screw 50.2 55.5 51.3 Batten 1-10d smooth or screw shank nail, with clip 27.5 27.5 29.4 2-10d smooth or screw shank nail, with clip 37.6 37.6 47.2 2-10d ring shank nail 24.6 36.4 26.8 1-#8 screw 25.6 30.1 25.5 2-#8 screw 36.1 41.9 37.1 19/32 Direct Deck 2-10d ring shank nail 46.4 45.5 41.2 For SI 1 inch = 25.4 mm; 1 ft-lbf = 1.4 N-m For mean roof heights over 60 feet, engineering calculations must be submitted for permitting. Notes for Table 4: 1.For attachment systems not listed in the table for 19/32-inch-thick (15.1 mm) sheathing use the allowable aerodynamic uplift resistance from the table for 15/32-inch-thick (11.9 mm) sheathing. 2.Fasteners shall have a minimum edge distance of 11/2 inches (38.1 mm) from the head of the tile and located in the pan of the tile to obtain the values in Table 3. 3.Ring shank nails shall be 10d ring shank corrosion-resistant steel nails with the following minimum dimensions:(3-inch long (76.2 mm), 0.283-inch (7.2 mm) flat head diameter, 0.120-inch (3.0 mm) undeformed shank diameter or 0.131-inch (3.3 mm) screw diameter). 4.Smooth or screw shank nails shall be 10d corrosion-resistant steel with the following minimum dimension: (3-inch long, (76.2 mm) 0.283-inch (7.2 mm) flat head diameter, 0.120-inch (3.0 mm) undeformed shank diameter or 0.131-inch (3.3 mm) screw diameter). 5.Screws are #8 course threaded, 2.5-inch-long (63.5 mm), corrosion-resistant steel wood screws conforming to ANSI/ASME B 18.6.1. 6.The fastener hold nearest the overlock shall be used when a single nail or screw is required. The fastener hole nearest the underlock and the fastener hole nearest the overlock shall be used when two nails or screws are required. 7.When using eave and field clips, attachment of the tiles is accomplished by a combination of nails and clips. Tiles are nailed to the sheathing or through the battens to the sheathing with one or two 10d corrosion-resistant nails, (Notes 2 and 3 above). Additionally, each tile is secured with a 0.060-inch-thick (1.5 mm) and 0.5-inch-wide (12.7 mm) clip which is secured to the plywood sheathing or eave fascia, as appropriate, with a single nail per clip. The nail shall be placed in the hole closest to the tile for clips having more than one nail hole. The following clip/nail combinations are permitted: a.Aluminum alloy clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). b.Galvanized steel deck clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). c.Stainless steel clip with 1.25-inch (31.8 mm) HD galvanized roofing nail (0.128-inch (3.3 mm) shank diameter). 8.Field clips and eave clips are to be located along the tile where the clip’s preformed height and the tile’s height above the underlayment are identical. 9.The allowable aerodynamic uplift moments include a generic restoring gravity moment of 6.5 ft-lbf for a direct deck and a restoring gravity moment of 5.5 ft-lbs for a batten installation. 10.Counterbatten values not included. For attachment systems not listed in table for 15/32-inch-thick (11.9 mm) sheathing, use allowable aerodynamic uplift moment from table for 15/32 – inch-thick (11.9 mm) sheathing. 302 E Santa Clara Ave 9/25/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 1 of 4 1000 ICC-ES Evaluation Report ESR-1900* Reissued February 2014 This report is subject to renewal March 1, 2016. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 32 16—Concrete Roof Tiles REPORT HOLDER: EAGLE ROOFING PRODUCTS, A DIVISION OF BURLINGAME INDUSTRIES, INC. 3546 NORTH RIVERSIDE AVENUE RIALTO, CALIFORNIA 92377 (909) 822-6000 www.eagleroofing.com EVALUATION SUBJECT: EAGLE® AND EAGLELITE® INTERLOCKING CONCRETE ROOFING TILES: CAPISTRANO, MALIBU, BEL AIR ESTATE, DOUBLE EAGLE BEL AIR, PONDEROSA, DOUBLE EAGLE PONDEROSA, GOLDEN EAGLE, ARTISAN AND TAPERED ARTISAN 1.0 EVALUATION SCOPE Compliance with the following codes: 2012 and 2009 International Building Code® (IBC) 2012 and 2009 International Residential Code® (IRC) Properties evaluated: Fire classification Weather resistance Wind-uplift resistance 2.0 USES The Eagle® and Eaglelite® concrete roof tiles installed over solid sheathing are used as Class A roof coverings in accordance with IBC Section 1505.2 and IRC Section R902.1. 3.0 DESCRIPTION 3.1 Eagle® Tiles: These roof tiles are interlocking extruded concrete roof tiles composed of Type II portland cement, washed sand, and proprietary additives and comply with ASTM C1492. Mineral coloring oxides are mixed with the portland cement and water for through-color or for surface application following extrusion. All roof tiles are cured to reach required strength before shipment. Tiles are manufactured with 3/4-inch-wide (19 mm) interlocking sidelaps designed to resist surface water penetration and maintain proper alignment. All tiles have protruding head lugs on the underside, which provide for mechanical attachment over battens, or provide a stable foundation for nail attachment to solid decking. Two nail holes are provided for low profile tiles. Three nail holes are provided for medium and high profile tiles. Product designations, dimensions and installed dry weights are indicated in Table 1. Roof tile profiles are illustrated in Figure 1. 3.2 Eaglelite® Tiles: Eaglelite® tiles are produced in the same size, manner and shapes as the conventional-weight Eagle® tiles described in Section 3.1, except for substitution of lightweight aggregates and additives for sand. Product designations, dimensions and installed dry weights are indicated in Table 1. Roof tile profiles are illustrated in Figure 1. 4.0 INSTALLATION 4.1 General: Installation of the Eagle® and Eaglelite® concrete roof tiles must be in accordance with the Concrete and Clay Roof Tile Installation Manual for Moderate Climate Regions, dated March 2010, published by the Tile Roofing Institute and Western States Roofing Contractors Association (hereinafter referred to as the TRI/WSRCA installation manual), and recognized in ICC-ES ESR-2015P, except as otherwise noted in this report. This report and the TRI/WSRCA installation manual must be available at the jobsite at all times during installation. The minimum roof slope on which the roof tiles are installed must be 21/2:12 (20.83%). Care must be taken during field installation to ensure that horizontal joints are kept parallel to the eave and vertical joints are at right angles to the eave in order to ensure uniform contact between the tiles and proper fit. All cracked and broken roof tiles must be replaced. Underlayment must comply with and be installed in accordance with IBC Section 1507.3.3 or IRC Section R905.3.3, as applicable. 4.2 Adhesive Set Systems: The roof tiles may be installed with roof tile adhesives that are recognized in a current ICC-ES evaluation report for use in concrete roofing tile applications. Installation of tiles using these adhesive set systems must be in accordance with the adhesive manufacturer’s ICC-ES evaluation report. 4.3 Fire Classification: When installed in accordance with this report, the Eagle® and Eaglelite® concrete roof tiles are Class A roof coverings in accordance with IBC Section 1505.2 and IRC *Revised June 2014 302 E Santa Clara Ave 9/25/2024 ESR-1900 | Most Widely Accepted and Trusted Page 2 of 4 Section R902.1. When roof tiles are installed with a roof tile adhesive, installation must be in accordance with ESR-1709. 4.4 Wind Resistance: 4.4.1 2012 IBC: For ultimate design wind speeds (Vult) of 130 mph (209 km/h) or less and mean roof heights of 60 feet (18.3 m) or less, tiles must be installed in accordance with the prescriptive parameters of Table 1507.3.7 of the IBC. For applications beyond these prescriptive parameters, the tiles and the fastening systems must be designed in accordance with Figure 1 of ESR-2015P, Design Considerations for High Wind Applications Under the 2012 IBC and IRC (ASCE 7-10). 4.4.2 2012 IRC: For basic wind speeds of 100 mph (161 km/h) or less and mean roof heights of 40 feet (12.2 m) or less, tiles must be installed in accordance with the prescriptive parameters of Section R905.3.7 of the IRC. For applications beyond these prescriptive parameters, the tiles and the fastening systems must be designed in accordance with Figure 1 of ESR-2015P, Design Considerations for High Wind Applications Under the 2012 IBC and IRC (ASCE 7-10). 4.4.3 2009 IBC and IRC: For basic wind speeds (3-second gust) of 100 mph (161 (kmh) or less and mean roof heights of 60 feet (18 288 mm) or less for the IBC or 40 feet (12 192 mm) or less for the IRC, tiles must be installed in accordance with the prescriptive parameters of Table 1507.3.7 of the IBC or Section R905.3.7 of the IRC, as applicable. For applications beyond these prescriptive parameters, the tiles and the fastening systems must be designed to withstand the aerodynamic wind uplift moment in accordance with the section on Design Considerations for High Wind Applications in Appendix B of the TRI/WSRCA installation manual (ESR-2015P). The generic required aerodynamic uplift moment, determined in accordance with Tables 5A through 6D of the TRI/WSRCA installation manual, must be multiplied by the tile factor ratio in Table 2 of this report to obtain the required aerodynamic uplift moment for the specific roof tile being installed. The allowable aerodynamic uplift moment for the roof tile fastening system selected from Table 7A of the TRI/WSRCA installation manual, must be equal to or greater than the required aerodynamic uplift moment for the specific roof tile being installed. 4.5 Reroofing: Eagle® and Eaglelite® tiles may be installed over existing asphalt shingles, provided the requirements set forth in IBC Section 1510 or IRC Section R907, as applicable, are met. Damaged or rusted flashing must be replaced. Existing framing must be adequate for the additional load. Structural data verifying adequacy must be submitted to the code official. The existing roof must be inspected in accordance with the requirements of the applicable code. The roof classification is as noted in Section 4.3. When reroofing wood shake roofs, existing shakes must be removed and solid decking and tile must be installed, as with new construction. When installation is over existing spaced sheathing boards, underlayment complying with the requirements of the applicable code or an underlayment recognized specifically for this type of use in an ICC-ES evaluation report, installed with or without battens, may be used. One layer of ASTM D226, Type II (No. 30) felt or approved equivalent underlayment must be installed on the roof prior to application of tile. Details not covered under this section are identical to those described in Section 4.1. 5.0 CONDITIONS OF USE The Eagle® and Eaglelite® concrete roof tiles described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The roof tiles must be installed in accordance with this report, the applicable code and the TRI/WSRCA installation manual (ESR-2015P). In case of a conflict between the installation manual and this report, this report governs. 5.2 The roof decking and roof framing system must be designed for the appropriate loads determined in accordance with the applicable code. 5.3 The tiles are limited to installation on roofs with a slope of 60 degrees or less from horizontal. Exception: Installation on roof slopes exceeding 60 degrees from the horizontal require an approved wind clip on the bottom edge of each tile in addition to two fasteners per tile. 5.4 The Eagle® and Eaglelite® concrete tiles are produced at the manufacturing facilities specified in Table 1 under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Clay and Concrete Roof Tiles (AC180), dated February 2012. 7.0 IDENTIFICATION Each Eagle field tile is imprinted with the EAGLE logo (see Figure 2). Tiles produced at the Sumterville, Florida, plant have the EAGLE logo and “FLORIDA” (see Figure 3) imprinted on each field tile. Each Eaglelite tile is identified by the product name “Eaglelite” on a tag and a light- colored strip across the headlap area. Each shipping pallet must have a label bearing the Eagle Roofing Products name; the tile designation; manufacturing location and address; color; quantity of tiles per pallet; production date; installed weight; and the evaluation report number (ESR-1900). 302 E Santa Clara Ave 9/25/2024 ESR-1900 | Most Widely Accepted and Trusted Page 3 of 4 TABLE 1—TILE DIMENSIONS, INSTALLED WEIGHTS AND MANUFACTURING FACILITIES TILE DESIGNATION PROFILE DIMENSIONS2 (inch) INSTALLED DRY WEIGHT1 (psf) MANUFACTURING FACILITY LENGTH WIDTH Eagle® Eaglelite® Capistrano High 17 123/8 8.8 --- Sumterville, Florida 9.0 5.7 Rialto & Stockton, California 9.0 --- Phoenix, Arizona Malibu Medium 7.7 --- Sumterville, Florida 9.03 5.5 Rialto & Stockton, California 9.03 --- Phoenix, Arizona Bel Air, Estate, Double Eagle Bel Air, Ponderosa, Double Eagle Ponderosa, Golden Eagle, Artisan and Tapered Artisan Flat (Low) 9.7 --- Phoenix, Arizona & Sumterville, Florida 9.7 7. 2 Rialto & Stockton, California For SI: 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2. 1Installed dry weight is based on a 3-inch headlap. 2All dimensions are nominal. TABLE 2—TILE FACTORS AND TILE FACTOR RATIOS TILE DISIGNATION TILE FACTOR (ft3) TILE FACTOR RATIO1 Capistrano 1.463 1.040 Malibu 1.486 1.056 Bel Air, Estate, Double Eagle Bel Air, Ponderosa, Double Eagle Ponderosa, Golden Eagle, Artisan, Tapered Artisan 1.468 1.043 For SI: 1 inch = 25.4 mm 1Tile factor ratio = Tile factor / Base tile factor of 1.407 ft3. See Section 4.4.3 of this report and Appendix B of the TRI/WSRCA installation manual for additional details. 302 E Santa Clara Ave 9/25/2024 ESR-1900 | Most Widely Accepted and Trusted Page 4 of 4 10” 10 1/2” 302 E Santa Clara Ave 9/25/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 1 of 1 1000 ICC-ES Evaluation Report ESR-1900 CBC and CRC Supplement* Reissued February 2014 This report is subject to renewal on March 1, 2016. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 32 16—Concrete Roof Tiles REPORT HOLDER: EAGLE ROOFING PRODUCTS, A DIVISION OF BURLINGAME INDUSTRIES, INC. 3546 NORTH RIVERSIDE AVENUE RIALTO, CALIFORNIA 92377 (909) 822-6000 www.eagleroofing.com EVALUATION SUBJECT: EAGLE® AND EAGLELITE® INTERLOCKING CONCRETE ROOFING TILES: CAPISTRANO, MALIBU, BEL AIR, ESTATE, DOUBLE EAGLE BEL AIR, PONDEROSA, DOUBLE EAGLE PONDEROSA, GOLDEN EAGLE ARTISAN AND TAPERED ARTISAN. 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Eagle® and EagleLite® Interlocking Concrete Roof Tiles, recognized in ICC-ES master evaluation report ESR-1900, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2013 California Building Code (CBC) 2013 California Residential Code (CRC) 2.0 CONCLUSIONS 2.1 CBC: The Eagle® and EagleLite® Interlocking Concrete Roof Tiles described in the master report, ESR-1900, may be used where a Class A roof covering complying with CBC Section 1505.1.1, a Class B roof covering complying with CBC Section 1505.1.2, or a Class C roof covering complying with CBC Section 1505.1.3 is required, provided installation is in accordance with the master report and the additional requirements of CBC Sections 1507.3.10 and 1512. The roof tiles may be used in the construction of new buildings located in a Fire Hazard Severity Zone within State Responsibility Areas or any Wildland-Urban Interface Fire Area, provided installation is in accordance with the master report and the additional requirements of CBC Sections 701A.3 and 705A. 2.2 CRC: The Eagle® and EagleLite® Interlocking Concrete Roof Tiles described in the master report, ESR-1900, may be used where a Class A roof covering complying with CRC Section R902.1.1, a Class B roof covering complying with CRC Section R902.1.2, or a Class C roof covering complying with CRC Section R902.1.3 is required, provided installation is in accordance with the master report and the additional requirements of CRC Section R905.3. The roof tiles may be used in the construction of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or Wildland–Urban Interface Fire Area, provided installation is in accordance with the master report and the additional requirements of Sections R327.1.3.1 and R327.5 of the CRC. The products recognized in this supplement have not been evaluated for compliance with the International Wildland–Urban Interface Code®. This supplement expires concurrently with the master report reissued February 2014, revised June 2014. *Revised June 2014 302 E Santa Clara Ave 9/25/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 1 of 1 1000 ICC-ES Evaluation Report ESR-1900 FBC Supplement* Reissued February 2014 This report is subject to renewal March 1, 2016. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 32 16—Concrete Roof Tiles REPORT HOLDER: EAGLE ROOFING PRODUCTS, A DIVISION OF BURLINGAME INDUSTRIES, INC. 3546 NORTH RIVERSIDE AVENUE RIALTO, CALIFORNIA 92377 (909) 822-6000 www.eagleroofing.com EVALUATION SUBJECT: EAGLE® AND EAGLELITE® INTERLOCKING CONCRETE ROOFING TILES: CAPISTRANO, MALIBU, BEL AIR, ESTATE, DOUBLE EAGLE BEL AIR, PONDEROSA, DOUBLE EAGLE PONDEROSA, GOLDEN EAGLE, ARTISAN AND TAPERED ARTISAN. 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Eagle® and EagleLite® Interlocking Concrete Roof Tiles, recognized in ICC-ES master evaluation report ESR-1900, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2010 Florida Building Code—Building 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The Eagle® and EagleLite® Interlocking Concrete Roof Tiles described in Sections 2.0 through 7.0 of in the master report ESR-1900 comply with the 2010 Florida Building Code—Building and the 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code® provisions noted in the master report, and the following condition applies: The Eagle® and EagleLite® Interlocking concrete roof tiles must be installed in accordance with the recommendations of the FRSA/TRI 07320 Installation Manual with the nominal design wind speed (Vasd) determined in accordance with Section 1609.3 of the 2010 Florida Building Code—Building. Use of the concrete roof tiles described in the master evaluation report for compliance with the High Velocity Hurricane Zone provisions of the 2010 Florida Building Code—Building, and the 2010 Florida Building Code—Residential has not been evaluated and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder’s quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued February 2014, revised June 2014. *Revised June 2014 302 E Santa Clara Ave 9/25/2024 STRUCTURAL CALCULATION PACKAGE PREPARED FOR Project Type:COVERED PATIO Job Address:302 E. Santa Clara Ave. Santa Ana, CA 92706 Designer:Compa’s Design Engineer:Chris S. Lee Date:June 3, 2024 CJP Associates Structural and Civil Engineering 1234 Wilshire Blvd. #236 Los Angeles, Ca 90017 (213)268-1212 Tel (213)353-0025 Fax 302 E Santa Clara Ave 9/25/2024 CALCULATIONS TABLE OF CONTENTS Design Loads and Criteria……………………………………..1.00 – 1.07 Gravity Analysis……………………………………………….2.00 – 2.02 Lateral Analysis………………………………………………...3.00 – 3.02 Foundation Design……………………………………………..4.00 – 4.01 Provisions of Analysis & Disclaimer: The analysis and conclusions contained in this report are based on information provided by the client. Construction not performed in accordance with the provisions contained herein will void this report. CJP declines any responsibility for damages that originated prior to the proposed modifications/additions or for the accuracy of design/calculations done by others or for variations in the design and field conditions. Discrepancies between field conditions and this report should be immediately brought to the attention of CJP for review. 302 E Santa Clara Ave 9/25/2024 DESIGN LOADS SLOPED ROOF LOADS (1:12) Roof Live Load…………………………………20.0 psf Roof Dead Loads: Clay Tiles.…...…… …...…….….……… ....12.0 psf ½” Plywood Sheathing………..……………1.5 psf Miscellaneous…....…..…...……………… ....1.5 psf Total Dead Load =15.0 psf Total Live Load =20.0 psf 302 E Santa Clara Ave 9/25/2024 DESIGN CRITERIA 1.1 BUILDING CODES: 2021 IBC, 2022 CBC, ASCE 7-16 1.2 GRAVITY DESIGN: ROOF LOADING DEAD LOAD (PSF)15 LIVE LOAD (PSF)20 1.3 LATERAL DESIGN: WIND LOADING Ultimate Wind Speed (3s – Gust) 95 mph Risk Category II Exposure Category C SEISMIC LOADING Occupancy Category II SS, SDS 1.322, 1.057 Soil Site Class D Seismic Design Category D System Overstrength, Ωo 1.5 R 1.5 CS 0.72 Lateral Force Resisting System Cantilevered Column Analysis Procedure EQLF Method 2.1 FOUNDATION DESIGN: TRADITIONAL FOUNDATIONS DESIGNED IN CONFORMANCE WITH RECOMMENDATIONS, CBC2013. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM DEPTH OF 24” BELOW GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE, 1500 PSF. 3.1 CONCRETE AND REINFORCING DESIGN: CONCRETE: FOOTINGS AND SLABS ON GRADE F’C = 2500 PSI. REBAR ASTM A615 GRADE 60 (FY = 60 KSI). Concrete Strength @28 days (ACE 318-10 specifications) Foundation f’c = 2500 psi Grade Beams f’c = 3000 psi Columns f’c = 3000 psi 302 E Santa Clara Ave 9/25/2024 4.1 WOOD DESIGN: SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE (UNLESS NOTED OTHERWISE): LOCATION:SPECIFICATION: 2X4 STUDS, BLOCKING, TOP PLATES DOUGLAS FIR STUD GRADE 2X6 STUDS, BLOCKING, TOP PLATES DOUGLAS FIR #2 JOISTS, TOP PLATES DOUGLAS FIR #2 ALL OTHER SAWN LUMBER DOUGLAS FIR #2 6X BEAMS AND 6X POSTS DOUGLAS FIR #1 GLULAM BEAMS: DOUGLAS FIR COMBINATION Fb = 2,400 PSI Fv = 165 PSI Fc (┴) = 650 PSI E = 1,800,000 PSI LOCATION:SPECIFICATION: SIMPLE SPAN 24F-V4 CANTILEVERED AND MULTI-SPAN 24F-V8 PLYWOOD OR OSB: C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN U.N.O: THICKNESS: SPAN RATING:EDGE NAILING:FIELD NAIL: 3/8”24/0 8d AT 6” O.C.8d AT 12” O.C. 1/2”32/16 8d AT 6” O.C.8d AT 12” O.C. ¾” OR MORE 40/20 10d AT 6” O.C.10d AT 12” O.C. ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d SINKER, 16d BOX OR 12d COMMON U.N.O. NAILS SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH WOOD SURFACE. OVER-OR UNDER-DRIVEN NAILS WILL NOT BE ACCEPTABLE. NAILING SHALL BE PER IBC TABLE 2304.9.1 NAILING SCHEDULE. 5.1 CONNECTION HARDWARE: SIMPSON STRONG-TIE OR OTHER ICC OR LOCAL BUILDING DEPARTMENT APPROVED EQUIVALENT., i.e. LARR APPROVED. 6.1 STRUCTURAL STEEL: STRUCTURAL STEEL MEMEBERS SHALL CONFORM WITH THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES: SHAPE STANDARD YIELD (Fy) ROLLED WIDE FLANGE SECTIONS ASTM A992/572 50 CHANNEL AND ANGLES ASTM A36 36 BARS AND PLATES ASTM A36 36 THREADED ROD, EPOXY BOLTS,ASTM A307 -- STUDS IN WOOD CONNECTIONS HIGH STRENGTH BOLTS ASTM A325N -- TUBES, SQUARE ASTM A500 Gr B 46 TUBES (ROUND)ASTM A500 Gr B 42 PIPES ASTM A53 Gr B 35 302 E Santa Clara Ave 9/25/2024 ROOF & FOUNDATION - PLAN Tributary Area of Column = 12.5' x 13.8' = 172 ft2 E = 15 + 20 = 31psf x 172 ft2 = 5.33 kips W = 19.2psf x 172 ft2 = 3.3 kips 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Roof Rafters Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No.1 1200 1200 1000 625 1600 580 170 825 30.59 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.371: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 28.69 psi= = 1,950.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.135 : 1 13.438 ft= = 722.89 psi Maximum Deflection 0 <360 455 Ratio =0 <180 Max Downward Transient Deflection 0.196 in 859Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.369 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.0 ft 1 0.242 0.088 0.90 1.300 1.001.00 1.00 0.87 339.3 1,404.0 0.23 153.01.00 13.51.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.371 0.135 1.25 1.300 1.001.00 1.00 1.85 722.9 1,950.0 0.49 212.51.00 28.71.00 1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.322 0.117 1.25 1.300 1.001.00 1.00 1.60 627.0 1,950.0 0.42 212.51.00 24.91.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.082 0.030 1.60 1.300 1.001.00 1.00 0.52 203.6 2,496.0 0.14 272.01.00 8.11.00 . 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Roof Rafters Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.3686 7.051 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.528 0.528 Max Upward from Load Combinations 0.528 0.528 Max Upward from Load Cases 0.280 0.280 D Only 0.248 0.248 +D+Lr 0.528 0.528 +D+0.750Lr 0.458 0.458 +0.60D 0.149 0.149 Lr Only 0.280 0.280 . 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Roof Rafters Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Header Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No.1 1200 1200 1000 625 1600 580 170 825 30.59 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 14.0 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.649: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 6.250 ft 63.18 psi= = 1,500.00 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.297 : 1 11.542 ft= = 973.30 psi Maximum Deflection 0 <360 601 Ratio =0 <180 Max Downward Transient Deflection 0.139 in 1081Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.249 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.50 ft 1 0.400 0.183 0.90 1.000 1.001.00 1.00 4.36 432.0 1,080.0 1.18 153.01.00 28.01.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.649 0.297 1.25 1.000 1.001.00 1.00 9.83 973.3 1,500.0 2.66 212.51.00 63.21.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.559 0.256 1.25 1.000 1.001.00 1.00 8.47 838.0 1,500.0 2.29 212.51.00 54.41.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.135 0.062 1.60 1.000 1.001.00 1.00 2.62 259.2 1,920.0 0.71 272.01.00 16.81.00 . 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Header Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2494 6.296 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.146 3.146 Max Upward from Load Combinations 3.146 3.146 Max Upward from Load Cases 1.750 1.750 D Only 1.396 1.396 +D+Lr 3.146 3.146 +D+0.750Lr 2.709 2.709 +0.60D 0.838 0.838 Lr Only 1.750 1.750 . 302 E Santa Clara Ave 9/25/2024 Wood Beam LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:(N) Header Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: 302 E Santa Clara Ave 9/25/2024 302 E Santa Clara Ave 9/25/2024 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:302 E Santa Clara Ave, Santa Ana, CA 92706, USA Coordinates:33.7663495, -117.8648709 Elevation:151 ft Timestamp:2024-06-02T15:33:53.027Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.322 MCER ground motion (period=0.2s) S1 0.471 MCER ground motion (period=1.0s) SMS 1.586 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.057 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.93 Coefficient of risk (0.2s) CR1 0.925 Coefficient of risk (1.0s) PGA 0.556 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.667 Site modified peak ground acceleration 151 ft Map data ©2024 Google, INEGI Report a map error 6/2/24, 8:33 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7663495&lng=-117.8648709&address=302 E Santa Clara Ave%2C Santa Ana%2C CA 92706%2C USA 1/2 302 E Santa Clara Ave 9/25/2024 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:302 E Santa Clara Ave, Santa Ana, CA 92706, USA Coordinates:33.7663495, -117.8648709 Elevation:151 ft Timestamp:2024-06-02T15:33:27.585Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 151 ft Map data ©2024 Google, INEGI Report a map error 6/2/24, 8:33 AM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.7663495&lng=-117.8648709&address=302 E Santa Clara Ave%2C Santa Ana%2C CA 92706%2C USA 1/1 302 E Santa Clara Ave 9/25/2024 ASCE 7-16 Seismic Base Shear LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: Risk Category ASCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2 Specific Description: Patio Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2 Longitude =117.881 deg West Location :Santa Ana, CA 92706 Latitude =33.766 deg North Max. Ground Motions, 5% Damping : S =1.333 Longitude =117.880 deg West S Latitude =33.770 g, 0.2 sec response deg North S 0.47441 g, 1.0 sec response= Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.20 Fv =1.83 Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.600=MS S = Fv * S1 =0.866M1 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.066DSMS =0.577 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D (By Default per 11.4.3) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Cantilevered column systems detailed to conform to specific classification 6.Timber frames NOTE! See ASCE 7-16 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "=1.50 Category "A & B" Limit:Limit = 35System Overstrength Factor " Wo "=1.50 Category "C" Limit:Limit = 35Deflection Amplification Factor " Cd "=1.50 Category "D" Limit:Limit = 35 Category "E" Limit:Not Permitted Category "F" Limit:Not Permitted Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =15.50 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.156 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected=0.156 302 E Santa Clara Ave 9/25/2024 ASCE 7-16 Seismic Base Shear LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 1.066 " R " : Response Modification Factor 1.50 " I " : Seismic Importance Factor =1 0.667From Eq. 12.8-2, Preliminary Cs = 2.464From Eq. 12.8-3 & 12.8-4 , Cs need not exceed= From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044 DS =Cs : Seismic Response Coefficient =0.6667User has selected ASCE 12.8.1.3 : Regular structure, Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation = = Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =5.33 kCs =0.6667 from 12.8.1.1 Seismic Base Shear V = Cs * W =3.55 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 1 5.33 8.50 45.31 1.0000 3.55 3.55 0.00 Sum Wi =5.33 k Total Base Shear =3.55 k Base Moment = 45.31 k-ftSum Wi * Hi = 30.2 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 1 5.33 3.55 3.55 5.33 3.55 1.14 2.27 2.27 3.55 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 302 E Santa Clara Ave 9/25/2024 Wood Column LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Column typ. of (6) Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 8x8Analysis Method : 8.5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species GluLam Column, Species: DF Wood Grade L1, >= 4 Laminations Fb +2400 2200 psi 2400 650 230 1650 0 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 2000 1060 2000 1060 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 7.50 in Exact Depth 7.50 in Area 56.250 in^2 Ix 263.672 in^4 Iy 263.672 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 2000 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 0.0 lbs * Dead Load Factor AXIAL LOADS . . . Roof: Axial Load at 8.50 ft, D = 6.0 k BENDING LOADS . . . Lat. Point Load at 8.50 ft creating My-y, E = 3.550 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9398 Location of max.above base 0.0 ft Applied Axial 6.888 k Applied Mx 0.0 k-ft Load Combination +1.148D+0.70E Load Combination +1.148D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 99.40 psi 368.0Allowable Shear psi 0.1801 : 1 Bending Compression Tension Location of max.above base 8.50 ft : 1 At maximum location values are . . . Applied My -21.123 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 3.550 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 2.369 in at 8.50 ft above base Fc : Allowable 3,840.0 psi Other Factors used to calculate allowable stresses . . . for load combination :E Only . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 8.50 ft1.000 ft0.04938 +1.148D+0.70E 1.600 PASS PASS0.0 0.1801 8.50 ft1.000 ft0.9398 +1.111D+0.5250E 1.600 PASS PASS0.0 0.1351 8.50 ft1.000 ft0.7050 +0.60D 1.600 PASS PASS0.0 0.0 8.50 ft1.000 ft0.01667 +0.4520D+0.70E 1.600 PASS PASS0.0 0.1801 8.50 ft1.000 ft0.9389 . 302 E Santa Clara Ave 9/25/2024 Wood Column LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Column typ. of (6) Project File: 1.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 6.000 +D+0.70E 6.0002.485 21.123 +D+0.5250E 6.0001.864 15.842 +0.60D 3.600 +0.60D+0.70E 3.6002.485 21.123 E Only 3.550 30.175 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E 1.6585 0.000 0.000 ftftinin8.500 +D+0.5250E 1.2439 0.000 0.000 ftftinin8.500 +0.60D 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.70E 1.6585 0.000 0.000 ftftinin8.500 E Only 2.3453 0.000 0.000 ftftinin8.443 .Sketches 302 E Santa Clara Ave 9/25/2024 65 Post Suite 1000 Irvine,CA 92618 Check Footing: Width, b = 24” Bending Moment = 30,200 ft·# MN = Mu = 33,556 ft·# Ф d = 24” – 3” – (0.5”/2) = 20.8” Try (2) #4 reinforcement → (0.20 in2)·4 = 0.80 in2 a = As·fy = (0.80 in2)·(60) = 0.78” 0.85·fc’·bf 0.85·3·24” Moment Capacity,Ф·MN =Ф·As·fy·(d - a/2) = = 0.9·0.80 in2·60,000·(20.8” - 0.78”/2) / (12”/ft) Ф·MN = 73,468 ft·# φ∙MN ≥ Mu [O.K.] DLFooting + Roof = 1.2 + 5.33k Vu = 1.4∙D = 1.4∙6.5k = 9.14 kips φ∙VN =φ∙VC +φ∙VS Shear Capacity,φ∙VC =φ∙2∙f c1/2∙b∙d φ∙VC = 0.75∙2∙3,0001/2∙24”∙20.8” = 41.0 kips φ∙VC ≥ Vu [O.K.] 302 E Santa Clara Ave 9/25/2024