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RC-07-19-1576, 1298 NE 95th St (4)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION aUILDING ❑ ELECTRIC ❑ ROOFING 2021 FBC 20 Master Permit No. kc ©,7-1 i Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP C� CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores // County: Miami Dade Zip: Folio/Parcel#: I __3 0 L ' — 403Qthe Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): ` U e 1 M(�� _� Phone#:-305 Address: City: Al ! Q /11 -5Y0 AfC, �) State: Tenant/Lessee Name: "Az // T Phone#: Email ip: 3 S 1._.3'V CONTRACTOR: Company Name: G6i l 6� f �N `� ! Phone#: 796 Z"/ �077 0 / Address: / 61 s6✓ z-Lf -%/,Z' City: ✓-// OUL14- Qualifier Name: V V ate: hone#: State Certification or Registration #: L"i 7 a �P� Certificate of Competency #: _ DESIGNER: Architect/Engineer: Phone#: ip: 33/ �, � Address: City: State: Zip: Value of Work for this Permit: $ 1 0 0 U Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration Ei�vew ❑ Repair/Replace ❑ Demolition Description of Work: a G'q-SS i 2- Specify color of color thru tile: Submittal Fee $ Scanning Fee $ _ Technology Fee $_ Structural Reviews (Revised02/24/2014) Permit Fee $ CCF $_ Radon Fee $ DBPR $ Training/Education Fee $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ _ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued I In the absence pf such posted notice, the ' inspection will not be approved and a reinspection fee will be charged. rr Signature V — ::� _ Signatu OWNER of AGENT Th/e' foregoing instrument was acknowledged before me this V day of 202,( by who is pL6 rsonalIy mown o me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: sialtmaPun oliqnd AMON ruU PaPU09 Seal: VZOZ'9 4aJ9W:SUIdX3 LLn96 00 # NOISSINNOO,UM 11 dH3AIIS SIN31& APPROVED BY CTOR The %foregoing instrument was acknowledged before me this ` day of r,� , 2022 by T3YC L-DS-Anh, who is personally known to as me or who has produced identification and who did take an oath. N07 Sign Prirr Seal as ************************************************************************* Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) PERMIT ADDRESS: 1298 NE 95TH ST PARCEL: 1132060144030 Miami Shores, FL 33138 APPLICATION DATE: 07/10/2019 SQUARE FEET: 1.00 DESCRIPTION: NEW SINGLE FAMILY HOUSE 2 STORIES EXPIRATION DATE: 06/20/2022 VALUATION: $695,202.23 CONTACTS NAME COMPANY ADDRESS Applicant Yuri Morales 302 Ne 92 st Contractor JOSE LOSA JOSELOSA Owner Yuri Morales Miami, FL 33138 CAIBAI CONSTRUCTION LLC 10876 SW 24 TER MIAMI, FL 33165 CAIBAI CONSTRUCTION LLC , FL 302 Ne 92 st Miami, FL 33138 REVIEW ITEM STATUS REVIEWER 1. Building Requires Ismael Naranjo email: bo@msvfl.gov Re -submit v.1 -Not Resolved Correction: General Comments: See Corrective Action Corrective Action: 1. Roof plan and railing layout does not match with the approved architectural plans approved under the master permit. Please revised accordingly. 2. Provide impact test as required under section R308.3.1 and section 2406.1.1 Impact test. Except as provided in Sections 2406.1.2 through 2406.1.4, all glazing shall pass the impact test requirements of Section 2406.2. v.2 - No Correction v.3 - No Correction 2, Electrical Requires Michael Devaney email: Nu1125@msvfl.gov Re -submit v.1 - No Correction v.2 - No Correction v.3 - No Correction 3. Mechanical Requires Jan Pierre Perez email: me@msvfl.gov Re -submit v.1 - No Correction v.2 - No Correction 4. Planning Approved Travis Kendall email: kendallt@msvfl.gov v.1 - No Correction 5. Plumbing Requires Maykel Massanet email: plumbing@msvfl.gov Re -submit v.1 - No Correction v.2 - No Correction 6. Public Works Requires Chris Miranda email: Mirandac@msvfl.gov Re -submit v.1 -No Correction v.2 - No Correction 7. Structural Requires Orlando Blanco email: bz3@msvfl.gov Re -submit v.1 -No Correction v.2 - No Correction January 14, 2022 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 ICC-ES Evaluation Report ESR-3842 Reissued March 2021 This report is subject to renewal March 2022. wwwJcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 52 00—Metal Railings Section: 05 73 13—Glazed Decorative Metal Railings DIVISION: 08 00 00—OPENINGS Section: 08 81 00—Glass Glazing Section: 08 88 00—Special Function Glazing DIVISION: 32 00 00—EXTERIOR IMPROVEMENTS Section: 32 35 00—Screening Devices REPORT HOLDER: C.R. LAURENCE COMPANY, INC. EVALUATION SUBJECT: GRSTm GLASS BALUSTRADE GUARD SYSTEM FOR LAMINATED TEMPERED GLASS APPLICATIONS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 Intemational Residential Code° (IRC) Property evaluated: ■ Structural ■ Durability 2.0 USES The GRST11 (Glass Railing Systems) for laminated glass are used as guardrail systems in interior and exterior locations of all construction types. The GRSTM (Glass Railing Systems) have been demonstrated as compliant for use in IBC Section 2407.1.4, Wind -Borne Debris Regions when installed in accordance with this report and with a minimum laminated glass panel thickness of 9/16 inch (14.3 mm), a minimum 0.06 inch (1.52 mm) thick ionoplast SentryGlas® interlayer, and a top rail. 3.0 DESCRIPTION 3.1 General: The GRSTM typically consists of a top rail or handrail, laminated glass panels, and base shoe. The glass panel is either dry glazed using the Taper-Loc® system or wet glazed using grout. Figure 1 shows the typical elevation with the components. Figure 6 shows a typical wet glazed installation. Refer to Section 3.1.6 for grout requirements. Figure 8 shows the CRL Taper-Loc® dry glaze systems. 3.1.1 Top Rail: The top rails (also known as cap rails) are manufactured from 304 or 316 stainless steel, brass C26000 alloy, wood with a tabulated bending design value (Fb) >_ 1,150 psi (7.92 MPa) from the American Wood Council's National Design Specification Supplement, or aluminum alloy 6063-T5/T6. See Table 3. Wood top rails must be naturally durable wood or protected against weather subject to the approval of the code official. 3.1.2 Handrail: The handrails are supported by brackets installed on the sides of the laminated glass panels. The brackets HR15G, HR20G, HR2D, HR2E, HR2F, HR2J, HR2S, HR3E, and HR5E are manufactured from 316 stainless steel, brass C26000 alloy, or aluminum alloy 6063. See Figure 10. The handrails are manufactured from ASTM A53-12 Grade A or B galvanized steel, 304 or 316 stainless steel (unless otherwise noted), brass C26000 alloy or aluminum alloy 6063-T6: ■ 11/4-inch Schedule 40 pipe — galvanized steel, stainless steel, aluminum ■ 11/2-inch Schedule 40 pipe — galvanized steel, stainless steel aluminum ■ 11/2-inch OD x 'Y8-inch tube — stainless steel [1/16 hard, Fy >_ 45 ksi (310 MPa)], aluminum, brass C26000 ■ 11/2-inch OD x 0.05-inch tube — stainless steel [1/16 hard, Fy >_ 45 ksi (310 MPa)], brass C26000 ■ 2-inch OD x 0.05-inch tube — stainless steel [1/16 hard, Fy >_ 45 ksi (310 MPa)], brass C26000. 3.1.3 Laminated Glass Panels: The laminated glass panels must comply with ASTM C1172 and Category II of CPSC 16 CFR 1201 or ANSI Z97.1. The panels must consist of two lites of glass with an interlayer. For nominal laminated panel thicknesses of 9/16, 11/16, 13/16, and 11/16 inches, the minimum thickness must be 0.498, 0.644, 0.770, and 0.998 inch (12.6, 16.4, 19.6 and 25.3 mm), respectively. The lites must be Kind FT tempered glass complying with ASTM C1048 and have a minimum Modulus of Rupture (Fr) >_ 24,000 psi (165 MPa). The interlayer must be a minimum of 0.060 inch (1.52mm) thick. The interlayer may be a non-PVB or PVB interlayer. The interlayer shear modulus (G) must comply with the values listed in the appropriate tables of this report. For use in wind -born debris regions, the ionoplast SentryGlas® (non-PVB) interlayer must be used and ICC-F.S hvatuation Reports are not to he construed as represeaung aesthetics at- any otter attributes not specifically addressed, nor are they to he construed ias an endorsement of the .subject of -the report or a recommendation for its use. There is no warranty by ICC Kvahtation Service, LLC, express or implied, us q toanyJinding or other master in This report, or as to any product covered by the report. ems Copyright© 2021 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 15 ESR-3842 I Most Widely Accepted and Trusted Page 2 of 15 must have an interlayer shear modulus (G) greater than 1,640 psi (11.3 MPa) for temperatures less than or equal to 122°F (50°C). When top rail or handrail is not used, glass panels must be specified to have exposed edges polished, fully laminated to edge and glass plies flush. Post -temper edge polishing is allowed. Glass plies must be of equal thickness. See Section 5.3 of the Conditions of Use. 3.1.4 Base Shoe: The L56S, L68S, L21 S, L25S, 9131-56, 9BL68 and 9BL21 base shoes are manufactured from 6063-T52 aluminum. See Figure 2. 3.1.5 Taper-Loc°: The Taper-Loc° system components are manufactured from nylon and may be used with any of the base shoes in this report when paired with the corresponding glass thickness. See Figure 8. 3.2 Durability: The materials incorporated in the system described in this report are inherently corrosion resistant. The material type specified must be appropriate for the environment of the installation. Information verifying the durability must be submitted to the code official, when requested. 4.0 DESIGN AND INSTALLATION 4.1 General: Installation of the guardrail system, including the handrails and top rails, must comply with the manufacturer's published instructions, this report, and the IBC or IRC, as applicable. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's instructions, this report governs. H9 = Total guard height from bottom of base shoe to top of top rail or glass where no top rail is used. He = Glass cantilever height from top of base shoe to top of top rail or glass where no top rail is used. 4.1.1 Loading: The applicable project specific loads must be identified: ■ A live load of 50 plf (0.73 kN/m) applied in any direction along the handrail or top rail (not applicable under the IRC). ■ A single concentrated live load of 200 lb (0.89 kN) applied in any direction at any point on the handrail or top rail. ■ A horizontally applied normal live load of 50 lb (0.22 kN) applied perpendicular to the glass panel on an area not to exceed 12 in. by 12 in. (305 mm by 305 mm). ■ Wind load in psf. 4.1.2 Laminated Glass Panels: The allowable live load stress is the modulus of rupture (F,) divided by a safety factor of 4 [24,000/4 = 6,000 psi (41.3 MPa)]. The allowable wind load stress is 9600 psi (66.2 MPa). Tables 1A through 1 D provides allowable wind pressures based on the allowable wind load stress and the interlayer shear modulus (G). Tables 1A through 1D provides maximum glass cantilever height (Hc) based on as allowable live load stress of 6,000 psi (41.3 MPa) in column 10 and based on the effective thickness for deflection and 1 inch (25.4 mm) deflection in column 11. Tables 1A through 1D provides maximum allowable glass cantilever height (Hc), column 10 based on the allowable live load bending stress of 6,000 psi (41.3 MPa) and column 11 for a deflection limit of 1 inch (25.4 mm). Tables 1 A through 1D provide the effective thicknesses which may be used for determining stress and deflections. The effective thicknesses are based on the interlayer shear modulus (G). Table 4 provides the maximum glass panel height when installed without a top rail. Minimum spacing between glass panels is 1/4-inch (6.4 mm) for nominal 9/16-inch and nominal 11/16-inch thick glass panels and 1/2-inch for nominal 13/16-inch thick glass panels. 4.1.2.1 Holes and Notches: Holes and notches are permitted for mounting handrails. Holes and notches must conform to ASTM C1048 and must not exceed 2 inches wide (50.8 mm). Notches or holes must not exceed 1/12th of the glass width. Holes or notches must not be located within the first third of the glass panel (balustrade) height from the base shoe. 4.1.3 Base Shoes: Details of the connections of the bases shoes that are either surface mounted or fascia mounted to steel, concrete, and wood substrates are included in C.R. Laurence's drawings titled "GRS Glass Railing System for Tempered Laminated 9/16", 11/16", 27/32" & 11/16" thick Glass" dated March 1, 2017. The appropriate base shoe must be selected based on glass thickness, installation method, and loading (see Figure 2). The end anchor must be installed within 12 inches (305 mm) of the end of the base shoe and no less than 11/2 inches (38 mm) to the centerline of the anchor. Table 2 provides the allowable wind loads for the base shoes and anchorages. Table 2 also provides the maximum height (Hc) for the base shoes and anchorages based on a live load of 50 plf (0.73 kN/m). A minimum of two anchors are required for any base shoe section. When base shoes are attached to drainage block, the drainage block must not be a dissimilar metal. 4.1.3.1 Steel Substrate: L56S and 9BL56 base shoes must be attached to a minimum ASTM A36 steel member with a minimum thickness of 1/4-inch (6.4 mm) using a 1/2-inch diameter by 3/4-inch long (12.7 mm by 19.1 mm) ASTM F-837 Alloy Group 1 (any condition), stainless steel socket head cap screws into tapped holes. L68S, L21 S, L25S, 9BL68 and 9BL21 base shoes must be attached using a M14o-2.0 x 20mm 304 stainless steel Hex Head Screws with 28mm outside diameter stainless steel washer. When installed in a through -bolt condition the cap screw length must be increased to a length sufficient to permit proper installation with full engagement in the nut. 4.1.3.1.1 Surface Mounted to Steel: The allowable wind loads are provided in Table 2. 4.1.3.1.2 Fascia Mounted to Steel: The allowable wind loads are provided in Table 2. 4.1.3.2 Concrete Substrate: The base shoe must be attached to the concrete substrate with minimum compression strength of 2,500 psi (17.2 MPa), and in an uncracked condition or 4,000 psi (27.6 MPa) in a cracked condition, using either screw -in Hilti HUS-EZ (KH-EZ) anchors in accordance with ESR-3027, or Hilti HSL-3 anchors in accordance with ESR-1545. L56S and 9BL56 base shoe anchors must be HUS-EZ 3/8 Inch-by-4 inches or HSL-3 M8 with a minimum 3-inch (76 mm) embedment. gSR-3842 I Most Widely Accepted and Trusted Page 3 of 15 L68S, L21S, L25S, 9BL68 and 9BL21 base shoes anchors must be HUS-EZ 1/2 inch-by-4 inches or HSL-3 M12 with a minimum 3-inch (76 mm) embedment. Minimum anchor spacing is 5.91 inches (150 mm) for HUS-EZ or HSL-3 M8 anchors and 11.82 inches (300 mm) for HSL-3 M12 anchors. For 11.82-inches (300 mm) on center anchor spacing, anchor locations may be moved to avoid reinforcement provided the same number of anchors are provided and no two anchors are closer than 6-inches (152 mm) on center. For cracked concrete with strength fc under 4,000 psi (27.6 MPa) multiply the allowable loads in Table 2 by 0.71. Anchor lengths assume base shoe is in direct contact with concrete, anchor length must be increased for any material between the base shoe and concrete surface. 4.1.3.2.1 Adjustment of Allowable Wind Load for the Uncracked Condition: For concrete compressive strength between 3000 psi (20.6 MPa) and 5,000 psi (34.4 MPa), the allowable wind loads in Table 2 may be increased by applying the following adjustment factor (c.): cW = �(f c/2500) W = cW"W W = allowable wind load from Table 2, psf W = adjusted allowable wind load, psf fc = concrete compressive strength, psi 4.1.3.2.2 Adjustment of Allowable Wind Loads for Sand Lightweight Concrete: When installed into sand lightweight concrete, the allowable wind loads from Table 2 must be reduced by multiplying by a factor of 0.6. 4.1.3.2.3 Surface Mounted: For concrete edge distances equal to or greater than 3.75 inches (95 mm) (concrete edge measured parallel to the centerline of anchor), the allowable wind loads must be as provided in Table 2 for the corresponding guard height (H9). For concrete edge distances less than 3.75 inches (95 mm) and up to including 1.75 inches (44.5 mm), the allowable wind load in Table 2 must be reduced for edge distances 3.75 inches > e >_ 1.75 inches by multiplying allowable moment strength and allowable wind load by e/3.75. For L56S and 9BL56 base shoes, the minimum slab or wall thickness must be 5 inches (127 mm) when using the 3/8-inch (9.5 mm) diameter HUS or HSL-3 anchors. For L68S, L21 S, L25S, 9BL68 and 9BL21 base shoes using 1/2-inch (12.7 mm) diameter HUS and HSL-3 M12 anchors, minimum slab thickness is 6.75 inches (171 mm). Anchor end distance must be more than half of specified anchor spacing. Minimum wall thickness is 6.95 inches (177 mm) for anchors installed on top of wall. 4.1.3.2.3.1 When the base shoe is installed over drainage blocks or solid shims 2 inches (50.8 mm) long by the full base shoe width at each anchor point the allowable wind loads in Table 2 must be multiplied by 0.94. 4.1.3.2.4 Fascia -mounted: When the base shoe is fascia -mounted to a slab edge, beam, wall or similar condition the minimum concrete thickness must be 6 inches (152 mm). The top and bottom of the base shoe must not extend past the concrete edge. 4.1.3.2.4.1 Fascia -mounted over Drainage Blocks: When the base shoe is installed with metal drainage blocks 2-inches (51 mm) wide by 4-inches (102 mm) deep at each anchor point, the allowable wind loads in Table 2 must be reduced by multiplying by 0.8. 4.1.3.3 Wood Substrate: Wood must have a have a specific gravity, G, greater than 0.49. Fasteners must be tightened so that the base shoe is in tight contact to the supporting wood. The wood substrate must comply with the applicable provisions of the applicable code. 4.1.3.3.1 Surface Mounted: 4.1.3.3.1.1 Attached to Wood Substrate Subject to Moisture Content >_ 19 percent: The tabulated values in Table 2 are not applicable for this condition. The values presented in this section (Section 4.1.3.3.1.1) must be used for design. The base shoe must be attached to the wood substrate using steel or aluminum brackets or a continuous angle. All base shoe fasteners must be 304 or 316 stainless steel. When attaching the base shoes to aluminum or steel brackets that are attached to the wood substrate as specified and shown in Figures 3 and 4, the allowable moment and allowable wind load is: Allowable Moment: Ma = 2,773 lb-in/ft 36-inch Guard height (Hg): W = 46.7 psf 42-inch Guard height (H9): W = 34.3 psf When attaching the base shoes to continuous angles that are attached to the wood substrate as specified below, the allowable moment and allowable wind load is: Allowable Moment: Ma = 5,562 lb-in/ft 42-inches Guard height - W = 68.8 psf ■ The angles must be L5x5x5/16 inch and comply with ASTM A36 with a G90 galvanization or 6063 T5 aluminum. ■ The base shoe is connected to the steel angle with 1/2-inch diameter by 3/4-inch long (12.7 mm by 19.1 mm) ASTM F-837 Alloy Group 1 (any condition), stainless steel socket head cap screws into tapped holes spaced 12 inches o.c. (305 mm) ■ The attachment of the angle to the wood substrate must with minimum No.14x3-inch (76 mm) stainless steel wood screws spaced 3 inches (76 mm) on center along each leg. 4.1.3.3.1.2 Attached to Wood Substrate Subject to Moisture Content < 19 percent: The surface mounted base shoes are directly attached to wood substrates which must have a compressive strength perpendicular to the grain >_ 625 psi (4.1 MPa). L56S and 9BL56 base shoes must be fastened with 3/9-inch-diameter (9.5 mm) x 5-inches (127 mm) lag screws with spacing per Table 2, and all other listed base shoes must be anchored with 1/2-inch-diameter (12.7 mm) x 6-inches (152 mm) lag screws with spacing per Table 2. 4.1.3.3.1.2.1 IRC Applications [(200 pounds (0.89 kN) Top Rail Live Load only]: For a 200 lb (0.89 kN) load and a balustrade length greater than 10 feet (3.048 m), the fasteners used to attach the base shoe to the wood substrate must be installed at a maximum 23.64-inches (600 mm) on center. However, for a balustrade length of 10'-0" long or less, the minimum number of fasteners is: four (4) for 36-inch (914 mm) guard height (H9) and five (5) for a 42-inch (1067 mm) guard height. 4.1.3.3.1.2.2 Locations Subject to 50 plf [0.73 kN/m] top rail live load per IBC Section 1607.8.1: For a 50 plf (0.73 kN/m) load applied at a 36-inch (914 mm) guard height (Hg) or 42-inch (1067 mm) guard height and a balustrade length of 4 feet or less (1.22m), the minimum number of fasteners used to attach the base shoe to wood substrate must be five (5). ESR-3842 I Most Widely Accepted and Trusted Page 4 of 1_5 4.1.3.3.1.2.3 Other Locations exempted from the 50 plf [0.73 kN/m] top rail live load: Locations allowed in IBC 1607.8.1 Exception 2 are subject to a 20 plf (0.29 kN/m) load and 200 pounds (0.89 kN) Top Rail Live Load nonconcurrently. When installed in these locations the fasteners must be installed as noted in 4.1.3.3.1.2.1. 4.1.3.3.2 Fascia Mounted — Attached to Wood Substrate Subject to Moisture Content >_ 19 percent or Moisture Content < 19 percent: The base shoes must be attached with 'h-inch-diameter (12.7 mm) x 4-inch (102 mm) long lag screws installed directly to the wood substrate with spacing's as shown in Table 2. The top of the base shoe must be flush with or below the top of the wood substrate's corner radius and the wood substrate must extend below the bottom of the base shoe. For exterior locations installed with drain blocks, fastener spacing must be 5.91 inches (150mm) o.c. with all listed base shoe except the L56S / 9BL56 base shoes (which must be 6 inches on center) and the allowable wind load in Table 2 must be reduced by 0.75. 4.1.4 Top Rails: 4.1.4.1 Installation with a Top Rail: The top rail profiles are shown in Figure 7. The maximum glass panel widths in Table 3 are based capacities of the top rails. If the end panel width exceeds the value shown in Table 3, the top rail must be attached to a wall or post or the end panel must meet the requirements for installation without a top rail. The top rail must be installed so as to remain in place in the event of the failure of any one glass panel. This requires the use of a minimum of three glass panels or a combination of other top rail supports and glass panels totaling a minimum of three. Figure 5 illustrates the top rail support conditions. The top rail end condition (Figure 5) must be checked to verify that the rail will remain in place in the event of failure of the end glass panel. End support must be designed when required for a code -compliant installation. The stabilizing end cap shown in Figure 13 is an acceptable method of end support. This section need not apply if the design is completed per Section 4.1.4.2. 4.1.4.2 Installation Without a Top Rail or Handrail: When installed/designed without a top rail or handrail, the glass panel widths and heights must be as shown in Table 4 except that the differential deflection at the top of the glass panels must be checked using the following equations: 0= 2001bs*he3 [l+b/(he/12)11v2 3* 10.4x106psi*b*ta3 4 = Deflection from 200 lb load at top corner of panel, inch 0 = 50lbs*he3 3*10.4 x 106psi*ta3 A = Deflection from 50 plf load at top of panel, inch he = effective glass cantilever height = He + 0.5"; height above base shoe +'/2 inch for Taper-Loc® installation, inch b = glass panel width, inch to = effective glass panel thickness for deflection based on Table 1, inch When deflection exceeds the overall glass thickness or any glass panel is less than the minimum shown in Table 4 (glass is taller than indicated for the panel width), the adjacent glass panels must be connected together with a glass bracing clamp or a mall -front clamp installed no lower than 4 inches from the top edge of the glass or a U-channel or short cap rail segment with three-quarter inch bite and extending 2 inches minimum onto each panel and bonded to the glass with structural silicone or other adhesive approved for metal to glass. Corner panels must be similarly connected together. If end panel width is less than shown in Table 4, it must be similarly attached to a wall, post or similar structural member capable of supporting a 200 pound load. The connection between panels is not required when designed for wind load only and a three inch (75mm) minimum gap between panels is maintained. 4.1.5 Taper-Loc® Dry Glazed Systems 4.1.5.1 Description: This is a dry glazing system where the laminated glass panel is clamped inside the base shoe by the Taper-Loc® shoe setting plate (L shaped piece on the back side) and the Taper-Loc® tapers (front side) as illustrated in Figure 8. The glass is locked in place by the compressive forces created by the Taper-Loc® tapers being compressed together by the installation tool. Use of the calibrated installation tool assures that the proper compressive forces are developed. The Taper-Loc® system is compatible with all base shoes in this report and the corresponding glass panel thickness. 4.1.5.2 Use: The appropriate Taper-Loc® set must be used for the specified base shoe and glass thickness and installed in accordance to the manufacturer's installation instructions using the calibrated installation tool. Figure 8 shows the applicable dimensions. 4.1.6 Wet Glazing: 4.1.6.1 Description: Glass may be wet -glazed into any of the base shoes using a pourable grout that is compatible with treated aluminum and selected laminated glass. Any of the glass thicknesses in this report may be wet -glazed into any of the base shoes in this report. The allowable load must be the lesser of the allowable load on the glass from Table 1 or the base shoe for the anchorage method used from Table 2. (Figure 6). 4.1.6.2 Installation: Grout must be pourable, self -leveling and self -consolidating and must be verified as non -reactive with treated aluminum and the laminated glass interlayer (verifies with interlayer manufacturer / glass laminator). For exterior or other locations subjected to wetting the grout must be a gypsum -free hydraulic cement rated for exterior use, or epoxy based. Minimum grout compressive strength must exceed 1,500 psi (10.3 MPa) at 24 hours and 4,000 psi (27.6 MPa) at 28 days. The grout must be mixed, placed and cured in accordance with the grout manufacturer's instructions. Wet glazing grout must be continuous in the base shoe filling all voids and extend to the roll -in rubber glazing channel in the base shoe. 4.1.7 Handrails 4.1.7.1 General: Handrails must be installed as required per the applicable code. 4.1.7.2 Brackets: The handrails may be used with any combinations of brackets noted in Figure 10. 4.1.7.3 Installation: Handrails may be installed to glass panels using the through -glass mounting brackets shown in this report. The brackets must be installed in accordance with the manufacturer's instructions. The glass holes must comply with Section 4.1.2.1 of this report. 4.1.7.4 Support: The handrail must be installed so as to remain in place in the event of the failure of any one glass panel. This requires the use of a minimum of three glass panels or a combination of other handrail supports and glass panels totally three, minimum, similar to the top rail E$R-3842 I Most Widely Accepted and Trusted Page 5 of 15 support illustrated in Figure 5. The handrail end condition must be checked to verify that the rail will remain in place in the event of failure of the end glass panel. End support must be designed when required for a code -compliant - installation. 4.1.7.5 Spacing: The bracket spacing must be within the limits shown in Table 5 with dimensions as defined in Figure 9. 4.1.7.6 Attachment: The handrail, when supported by the glass panel (balustrade), must be attached in accordance with the detail shown in Figure 11, and to the glass panel as shown in Figure 12. The stabilizing end cap shown in Figure 13 may be used to attach the handrail or top rail to a wall or perpendicular post face. 5.0 CONDITIONS OF USE The CR Laurence Glass Rail System for Laminated Glass Rail System described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The product is limited to installation where it is not subject to vehicle impacts. 5.2 The supporting structure must be designed and constructed to support the loads imposed by the guards in accordance with the applicable code. The anchorage to the frame must be as specified in this report or designed to provide the required strength for the specified balustrade height and imposed loads. Drawings and design details for the GRSTM, using the information noted in this report, must be included on construction plans submitted to the code official for approval. The drawings and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 When use is in exterior locations, the wind loads must not exceed the values noted in Tables 1 and 2 of this report. For glass heights other than those noted in this report, the allowable wind loads must not exceed the value calculated by the following equation: Wall -wind = Mall wind*12/(0.55*h2) Where: ■ Wall wind = allowable wind load for the desired glass height, psf ■ Mail wind = Lesser of: allowable glass moment from Table 1, lb.-in./ft. or base shoe allowable moment for the anchorage method from Table 2, lb.-in./ft. ■ h = glass panel height if glass strength controls or total height from bottom of base shoe if anchorage controls, feet. 5.4 The use of fully tempered laminated glass in the GRSTM system is permitted where there is a walking surface beneath in accordance with Section 2407.1 of the 2015 IBC. 5.5 When installed where the base shoe anchors are exposed to moisture, the base shoe anchors must be of a material intended for the use and identified by the manufacturer as acceptable for exterior applications. When installed in a corrosive environment, such as exposure to saltwater or pool water, the anchors must be 316 stainless steel. 5.6 All metals in contact with aluminum must be either an alloy approved for direct aluminum contact, or isolated from the aluminum by an approved coating. 5.7 Use of the system as a grab bar is outside the scope of this report. 5.8 Glass sand -blasted or etched on surfaces 1 (outside face) or 4 (inside face) is outside the scope of this report. 5.9 A top rail or handrail must be installed in accordance with the manufacturer's (CRL's) instructions, and this report when required by the IBC or IRC, as applicable, except where it meets all requirements for installation without a top rail per Section 4.1.4.2 of this report. 5.10 All glass shall be fully tempered Type II laminated glass, with an interlayer complying with Section 3.1.3, fabricated and inspected in accordance with ASTM C1172; and the glass fabricator shall provide certification of compliance with ASTM C1172. 5.11 The GRSTm and Taper-Loc® components, except for the laminated glass panels, are supplied by C.R. Laurence Co., Inc., of Los Angeles, California. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Glass Railing and Balustrade Systems (AC439) dated February 2014 (editorially revised July 2015), including ASTM E1996 impact tests 6.2 Manufacturer's published installation instructions. 6.3 Engineering analysis reports: 6.3.1 Taper-Loc® System Dry -Glaze Laminated Glass Rail System 9/16-inch Laminated Glass - L56S and 9BL56 Base Shoes, dated 13 July 2016. 6.3.2 Taper-Loc® System Dry -Glaze Laminated Glass Rail System 11/16-inch Laminated Glass - L68S and 9BL68 Base Shoes, dated 13 July 2016. 6.3.3 Taper-Loc® System Dry -Glaze Laminated Glass Rail System 13/16-inch Laminated Glass - L21 S and 9BL21 Base Shoes, dated 13 July 2016. 6.3.4 Taper-Loc® System Dry -Glaze Laminated Glass Rail System 11/16-inch Laminated Glass - L25S Base Shoe, dated 13 July 2016. 6.3.5 GRS - Glass Rail System - Top Rails and Handrails, dated 11 Jan. 2017. 7.0 IDENTIFICATION 7.1 The GRSTm and Taper-Loc® guard system components described in this report are identified by a stamp on the packaging bearing the manufacturer's name (C.R. Laurence Co., Inc., sometimes abbreviated as CRL); product description and/or part number; and the ICC-ES evaluation report number (ESR-3842). The glass panels must be identified as specified in this report and the applicable code. 7.2 The report holder's contact information is the following: C.R. LAURENCE COMPANY, INC. ARCHITECTURAL RAILING DIVISION 2503 EAST VERNON AVENUE LOS ANGELES, CALIFORNIA 90058 (800) 421-6144 x7730 WwW.crlaurence.com www.cri-arch.com railings0crlaurence.com ESR-3842 I Most Widely Accepted and Trusted Page 6 of 15 TABLE 1A-NOMINAL 9/16" (13.52 mm) LAMINATED GLASS PANEL STRENGTH' (1/4" x .060" x 1/4") GLASS PANEL WIDTH (in) EFFECTIVE GLASS PANEL THICKNESS (in.)z Mail wind (lb.-in./ft.)3 ALLOWABLE WIND PRESSURE (wanwind)^, psf For glass panel height (Hc)5, in. Live Load' 50 Ibs/ft tafortaforstress deflection. on. 36 42 48 60 72 Maximum inches based on: Non-PVB Interlayer Shear Modulus (G) must be >_ 1,460 psi for T <_ 122`F Stress 1" Defl. 12 0.3121 0.3525 2386 40.2 29.5 22.6 14.5 10.0 29.3 26.2 24 0.3695 0.4105 3235 54.5 40.0 30.6 19.6 13.6 39.9 31.1 36 0.4116 0.4451 3804 64.0 47.0 36.0 23.1 16.0 47.0 34.7 41 0.4242 0.4543 3963 * 49.0 37.5 24.0 16.7 49.0 35.7 48 0.4383 0.4638 4130 * * 39.1 25.0 17.4 51.1 37.0 60 0.4551 0.4744 4321 * 26.2 18.2 53.5 38.4 72 0.4660 0.4808 4438 * * 18.7 55.0 39.3 For SI: 1 inch = 25.4 mm; 1 ft = 305 mm; 1 lb = 4.45 N Footnotes to Tables I - 1 D 1. *Allowable load is equivalent to the last value above. 2. The effective glass panel thicknesses must only be used where the glass panel height is greater than the tabulated glass panel width. The effective glass panel thicknesses may be used for interior conditions. 3. Mail -wind is based on an allowable wind load stress of 9600 psi. 4. wail wind (psf) = Mai, wind*12/(0.55*H2) units: Mail wind (lb.-in./ft.); H (in.) 5. Glass height above top of base shoe H.. 6. Hc based on the 50 plf uniform live load is also based on an allowable glass panel live load stress of 6000 psi. 7. Other loads listed in Section 4.1.1 must be considered. TABLE 1 B-NOMINAL 71/16" (17.52mm) LAMINATED GLASS PANEL STRENGTH (5/16" x .060" x 5/16") GLASS PANEL WIDTH (in) EFFECTIVE GLASS PANEL THICKNESS z (in') Man wind (lb.-in./ft.)3 ALLOWABLE WIND PRESSURE (wanwind)^, psf For glass panel height (H�)5, in. Live Load' 50 Ibs/ft tafor deflection. tafor stress 36 42 48 60 72 Maximum Height (Hc) inches based on: Non-PVB Interlayer Shear Modulus (G) must be >_ 1,460 psi for T 5 122°F Stress 1" Defl 12 0.4578 0.5114 5021 84.5 62.1 47.6 30.4 21.1 62.3 38.6 24 0.5457 0.5850 6571 110.6 81.3 62.2 39.8 27.7 81.6 46.1 36 0.5883 0.6132 7219 121.5 89.3 68.4 43.8 30.4 89.7 49.8 41 0.5987 0.6194 7366 * 91.1 69.8 44.6 31.0 91.6 50.7 48 0.6092 0.6255 7512 71.1 45.5 31.6 93.4 51.6 60 0.6205 0.6317 7662 * * 46.4 32.2 95.3 52.5 72 0.6271 0.6352 7747 * * * 32.6 96.3 53.1 PVB Interlayer Shear Modulus (G) must be >_ 70 psi for T <_ 122°F 12 0.3739 0.4202 3390 57.1 41.9 32.1 20.5 14.3 41.9 31.4 24 0.3901 0.4394 3707 62.4 45.9 35.1 22.5 15.6 45.8 32.8 36 0.4125 0,4674 4194 70.6 51.9 39.7 25.4 17.7 51.9 34.7 41 0.4227 0.4757 4345 * 53.7 41.1 26.3 18.3 53.8 35.6 48 0.7372 0.4910 4629 * * 43.8 28.1 19.5 57.4 62.5 60 0.4616 0.5151 5094 * * 30.9 21.4 63.2 38.9 72 0.4841 0.5358 5512 * * * * 23.2 68.4 40.9 See footnotes under Table 1A ESR-3842 I Most Widely Accepted and Trusted Page 7 of 15 TABLE IC -NOMINAL 13/16" (21.52mm) LAMINATED GLASS PANEL STRENGTH (3/8" x .060" x 3/8") GLASS PANEL WIDTH (in) EFFECTIVE GLASS PANEL THICKNESS (in.)' Mau wind (Ib.-in./ft.)3 ALLOWABLE WIND PRESSURE (Wauwind)°, pSf For glass panel height (Hn)5, in. Live Load' 50 Ibs/ft tafor deflection. to for stress 36 42 48 60 72 Maximum Height (H�) inches based on: Non-PVB Interlayer Shear Modulus (G) must be ? 1,460 psi for T <_ 122"F Stress 1" Defl 12 0.5384 0.6023 6965 117.3 86.1 66.0 42.2 29.3 86.6 45.5 24 0.6399 0.6901 9144 153.9 113.1 86.6 55.4 38.5 113.8 54.2 36 0.6938 0.7272 10153 170.9 125.E 96.1 61.5 42.7 126.4 58.8 41 0.7075 0.7356 10389 128.5 98.4 63.0 43.7 129.4 60.0 48 0.7216 0.7440 10628 100.6 64.4 44.7 132.3 61.2 60 0.7370 0.7527 10878 65.9 45.8 135.5 62.5 72 0.7462 0.7577 11023 * * 46.4 137.3 63.3 PVB or Non-PVB Interlayer Shear Modulus (G) must be >_ 70 psi for T <_ 122"F 12 0.4529 0.5088 4970 83.7 61.5 47.1 30.1 20.9 61.6 38.2 24 0.4686 0.5272 5336 89.8 66.0 50.5 32.3 22.5 66.2 39.5 36 0.4909 0.5525 5861 98.7 72.5 55.5 35.5 24.7 72.8 41.4 41 0.5014 0.5639 6105 75.5 57.8 37.0 25.7 75.8 42.3 48 0.5165 0.5800 6459 61.2 39.1 27.2 80.2 43.6 60 0.5426 0.6064 7060 * 42.8 29.7 87.8 45.9 72 0.5676 0.6300 7620 32.1 94.8 48.0 See footnotes under Table 1A TABLE 1 D-NOMINAL 11/16" (25.52) LAMINATED GLASS PANEL STRENGTH (1/2" x .060" x 1/2") GLASS PANEL WIDTH (in) EFFECTIVE GLASS PANEL THICKNESS (in.)' Mallwind (Ib.-in./ft.)3 ALLOWABLE WIND PRESSURE (Wanwind)°, pSf For glass panel height (H�)5, in. Live Load' 50 Ibs/ft tafor deflection. tE,for stress 36 42 48 60 72 Maximum Height (H�) inches based on: Non-PVB Interlayer Shear Modulus (G) must be 1,460 psi for T <_ 122`F Stress 1" Defl 12 0.6837 0.7957 12156 204.7 150-4 115.1 73.7 51.2 151.5 57.9 24 0.8056 0.8758 14727 247.9 182.2 139.5 89.3 62.0 183.6 68.3 36 0,8795 0.9295 16588 279.3 205.2 157.1 100.5 69.8 206.9 74.7 41 0.8995 0.9425 17055 211.0 161.5 103.4 71.8 212.7 76.4 48 0.9206 0.955 17511 165.8 106.1 73.7 218.4 78.2 60 0.9444 0-9695 18047 109.4 76.0 225.1 80.2 72 0.9590 0.9776 18349 * * * 77.2 228.9 81.4 PVB or Non-PVB Interlayer Shear Modulus (G) must be >_ 70 psi for T <_ 122'F 12 0.5962 0.6695 8606 144.9 106.4 81.5 52.2 36.2 107.1 50.4 24 0.6112 0.6870 9062 152.6 112.1 85.8 54 9 38.1 112.8 51.7 36 0.6334 0.7121 9736 163.9 120.4 92.2 59.0 41.0 121.2 53.6 41 0.6441 0.7239 10061 * 124.4 95.3 61.0 42.3 125.3 54.5 48 0.6599 0.7410 10542 99.8 63.9 44.4 131.3 55.9 60 0.6883 07704 11396 * 69.1 48.0 141.9 58.3 72 0.7166 0.7982 12233 51.5 152.4 60.7 See footnotes under Table 1A ESR-3842 I Most Widely Accepted and Trusted Page 8 of 15 TABLE 2-BASE SHOE ANCHORAGE STRENGTH BASE SHOE: L56S & 9BL56 - Surface Mounted Steel 12" o.c 5146.0 86.6 73.8 63.6 55.4 48.7 38.5 31.2 102.9 Steel 6" o.c L56S 10255.0 172.6 147.1 126.8 110.5 97.1 76.7 62.2 205.1 Steel 6" o.c 9BL56 9937.0 167.3 142.5 122.9 107.1 94.1 74.4 60.2 198.7 Concrete',2 12" o.c. 2254.0 37.9 32.3 27.9 24.3 21.3 16.9 13.7 45.1 Concrete' 26" o.c. 4442.0 74.8 63.7 54.9 47.9 42.1 33.2 26.9 88.8 Wood 12" O.C. 3 2651.0 44.6 38.0 32.8 28.6 25.1 19.8 16.1 53.0 Wood 6" O.C. 3 4854.0 81.7 69.6 60.0 52.3 46.0 36.3 29.4 97.1 BASE SHOE: L56S & 9BL56 - Fascia Mounted Steel 12" o.c 8064.0 135.8 115.7 99.7 86.9 76.4 60.3 48.9 161.3 Steel 6" o.c L56S 16092.0 270.9 230.8 199.0 173.4 152.4 120.4 97.5 321.8 Steel 6" o.c 9BL56 9937.0 167.3 142.5 122.9 107.1 94.1 74.4 60.2 198.7 Concrete' 2 12" o.c. 3547.0 59.7 50.9 43.9 38.2 33.6 26.5 21.5 70.9 Concrete' 2 6" o.c. 7002.0 117.9 100.4 86.6 75.4 66.3 52.4 42.4 140.0 Wood 12" o.c. 4250.0 71.5 61.0 52.6 45.8 40.2 31.8 25.8 85.0 Wood 6" o.c. 8104.0 136.4 116.2 100.2 87.3 76.7 60.6 49.1 162.1 BASE SHOE: L68S & 9BL68 - Surface Mounted Steel 11-13/16" o.c 8038.0 135.3 115.3 99.4 86.6 76.1 60.1 48.7 160.8 Steel 5-7/8" o.c 15995.0 269.3 229.4 197.8 172.3 151.5 119.7 96.9 319.9 Concrete' 2 12M HSL 11-13/16" o.c. 3788.0 63.8 54.3 46.9 40.8 35.9 28.3 23.0 75.8 Concrete' 21/2" HUS-EZ 11-13/16" 2762.0 46.5 39.6 34.2 29.8 26.2 20.7 16.7 55.2 Concrete' 2 1/2" HUS-EZ 5-7/8" o.c. 3365.0 56.6 48.3 41.6 36.3 31.9 25.2 20.4 67.3 Wood 11-13/16" o.c. 3 2859.0 48.1 41.0 35.4 30.8 27.1 21.4 17.3 57.2 Wood 5-7/8" O.C. 3 5207.0 87.7 74.7 64.4 56.1 49.3 39.0 31.6 104.1 BASE SHOE: L68S & 9BL68 - Fascia Mounted Steel 11-13/16" o.c 9861.0 166.0 141.5 122.0 106.2 93.4 73.8 59.8 197.2 Steel 5-7/8" o.c 19668.0 331.1 282.1 243.3 211.9 186.3 147.2 119.2 393.4 Concrete' 2 12M HSL 11-13/16" o.c. 4781.0 80.5 68.6 59.1 51.5 45.3 35.8 29.0 95.6 Concrete'.2 1/2" HUS-EZ 11-13/16" 3074.0 51.8 44.1 38.0 33.1 29.1 23.0 18.6 61.5 Concrete' 2 1/2" HUS-EZ 5-7/8" o.c. 3744.0 63.0 53.7 46.3 40.3 35.5 28.0 22.7 74.9 Wood 11-13/16" o.c.4 4249.0 71.5 61.0 52.6 45.8 40.2 31.8 25.8 85.0 Wood 5-7/8" o.c.4 8104.0 136.4 116.2 100.2 87.3 76.7 60.6 49.1 162.1 For SI: 1 inch = 25.4 mm: 1 ft = 305 mm: 1 lb = 4.45 N 'Linear interpolation between guard heights, anchor spacing and edge distances is permitted. 2Tabulated values are based on substrates specification and anchors/fasteners specified in Section 4.1.3 , unless otherwise noted. Adjustments may be made in accordance with Section 4.1.3 as applicable. 3Tabulated values based on dry applications only (wood moisture content maintained < 19%). 4Tabulated values based on wet applications (wood moisture content is >_ 19%). Tabulated values may conservatively be used for dry applications. 50ther loads listed in Section 4.1.1 must be considered. ESR-3842 I Most Widely Accepted and Trusted Page 9 of 15 TABLE 2-BASE SHOE ANCHORAGE STRENGTH (Continued) BASE SHOE: L21S & 9BL21 Allowable wind load, psf' ' Live Loads 50 Ibs/ft Substrate - Anchor/ Fastener Spacing Allowable. Moment in- Ibslft Overall Guard height from bottom of base shoe top of top rail (Hy), in.. Max. guard ht (He) in. 36 39 42 1 45 48 54 60 BASE SHOE: L21S & 9BL21- Surface Mounted Steel 11-13116" o.c 8455.0 142.3 121.3 104.6 91.1 80.1 63.3 51.2 169.1 Steel 5-7/8" o.c 16828.0 283.3 241.4 208.1 181.3 159.4 125.9 102.0 336.6 Concrete' 212M HSL 11-13/16" o.c. 4000.0 67.3 57.4 49.5 43.1 37.9 29.9 24.2 80.0 Concrete' 2 1/2" HUS-EZ 11-13/16" o.c. 2925.0 49.2 42.0 36.2 31.5 27.7 21.9 17.7 58.5 Concrete' 2 1/2" HUS-EZ 5-7/8" o.c. 3547.0 59.7 50.9 43.9 38.2 33.6 26.5 21.5 70.9 Wood 11-13/16" o.c.3 2971.0 50.0 42.6 36.7 32.0 28.1 22.2 18.0 59.4 Wood 5-7/8" O.C. 3 5610.0 94.4 80.5 69.4 60.4 53.1 42.0 34.0 112.2 BASE SHOE: L21S & 9BL21 - Fascia Mounted Steel 11-13/16" o.c 9861.0 166.0 141.5 122.0 106.2 93.4 73.8 59.8 197.2 Steel 5-7/8" o.c 19668.0 331.1 282.1 243.3 211.9 186.3 147.2 119.2 393.4 Concrete' 2 12M HSL 11-13/16" o.c. 4781.0 80.5 68.6 59.1 51.5 45.3 35.8 29.0 95.6 Concrete' 2 1/2" HUS-EZ 11-13/16" o.c. 3074.0 51.8 44.1 38.0 33.1 29.1 23.0 18.6 61.5 Concrete 1.2 1/2" HUS-EZ 5-7/8" o.c. 3934.0 66.2 56.4 48.7 42.4 37.3 29.4 23.8 78.7 Wood 11-13/16" o.c.4 4235.0 71.3 60.7 52.4 45.6 40.1 31.7 25.7 84.7 Wood 5-7/8" o.c.4 8052.0 135.6 115.5 99.6 86.8 76.3 60.2 48.8 161.0 BASE SHOE: L25S - Surface Mounted Steel 11-13/16" o.c 8954.0 150.7 128.4 110.7 96.5 84.8 67.0 54.3 179.1 Steel 5-7/8" o.c 1782T0 300.1 255.7 220.5 192.1 168.8 133.4 108.0 356.5 Concrete' Z 12M HSL 11-13/16" o.c. 4250.0 71.5 61.0 52.6 45.8 40.2 31.8 25.8 85.0 Concrete i 21/2" HUS-EZ 11-13116" o.c. 3105.0 52.3 44.5 38.4 33.5 29.4 23.2 18.8 62.1 Concrete' 2 1/2" HUS-EZ 5-7/8" o.c. 3773.0 63.5 54.1 46.7 40.7 35.7 28.2 22.9 75.5 Wood 11-13/16" o.c. 3 3209.0 54.0 46.0 39.7 34.6 30.4 24.0 19.4 64.2 Wood 5-7/8" O.C. 3 6318.0 106.4 90.6 78.1 68.1 59.8 47.3 38.3 126.4 BASE SHOE: L25S - Fascia Mounted Steel 11-13/16" o.c 9861.0 166.0 141.5 122.0 106.2 93.4 73.8 59.8 197.2 Steel 5-7/8" o.c 19668.0 331.1 282.1 243.3 211.9 186.3 147.2 119.2 393.4 Concrete 12 12M HSL 11-13/16" o.c. 4781.0 80.5 68.6 59.1 51.5 45.3 35.8 29.0 95.6 Concrete 12 1/2" HUS-EZ 11-13/16" o.c. 3074.0 51.8 44.1 38.0 33.1 29.1 23.0 18.6 61.5 Concrete2.34 1/2" HUS-EZ 5-7/8" o.c. 3934.0 66.2 56.4 48.7 42.4 37.3 29.4 23.8 78.7 Wood 11-13/16" o.c. 4 4235.0 71.3 60.7 52.4 45.6 40.1 31.7 25.7 84.7 Wood 5-7/8" 0.c. 4 8052.0 135.6 115.5 99.6 86.8 76.3 60.2 48.8 161.0 ESR-3842 I Most Widely Accepted and Trusted Page 10 of 15 TABLE 3-MAXIMUM GLASS PANEL WIDTH TOP RAIL FOR USE WITH Max Glass Max End lite PROFILE MATERIAL LAMINATED GLASS Panel Width width THICKNESS (inch) (inches) (inches)2 GR15 Stainless 9/16 55 17 GR15 Brass 9/16 43 9 GRS/GRSC15 Stainless 9/16 73 15 GR16 Stainless 9/16 -11/16 72 21 GR19 Aluminum 9/16 -11/16 84 21 GR20 Stainless 9/16 -11/16 96 33 GR20 Brass 9/16 -11/16 96 20 GRS/GRSC20 Stainless 9/16-11/16 96 30 GR25 Stainless 9/16 -11/16 96 58 GR25 Brass 9/16 -11/16 96 32 GR25 Aluminum 9/16 -11/16 96 40 GRS25 Stainless 9/16 -11/16 96 30 GR30 Stainless 9/16 -11/16 96 72 GR30 Brass 9/16 -11/16 96 50 GR30 Aluminum 9/16 -11/16 96 63 GR35 Stainless 9/16 -11116 96 72 GR35 Brass 9/16 -11/16 96 56 GR35 Aluminum 9/16-11/16 96 85 GR40 Stainless 9/16 -11/16 96 72 GR40 Brass 9/16 -11/16 96 42 GR207 Stainless 9/16 - 27/32 96 34 For SI: 1 inch = 25.4 mm TOP RAIL FOR USE WITH Max Glass Max. End lite PROFILE MATERIAL LAMINATED GLASS Panel Width width THICKNESS (inch) (inches) (inches)2 GR207 Brass 9/16 - 27/32 96 17 GR257 Stainless 9/16 - 27/32 96 56 GR257 Brass 9/16 - 27/32 96 29 GR307 Stainless 9/16 - 27/32 98 69 GR307 Brass 9/16 - 27/32 96 37 GR307M Aluminum 9/16 - 27/32 96 64 GROW Aluminum 9/16-11/16 96 60 WCR20 Wood 9/16 -11/16 40 11 WCR25 Wood 9/16-11/16 83 21 WCR30 Wood 9/16-11/16 96 36 GRLC10 Stainless 9/16 -11/16 83 24 GRL10 Stainless 9/16 -11/16 81 24 SRF15 Stainless 9/16 - 27/32 65 18 SRF20 Stainless 9/16 -1 1/16 96 25 GRRF15 Stainless 9/16 - 27/32 48 12 GRRF20 Stainless 9/16 -1 1116 56.75 21.75 BLUMCRAFT 324 Aluminum 9/16 -11/16 96 24 L10 Stainless 9/16 -1 1/16 81 24 LR20 Stainless 9/16 -1 1/16 96 43 LR25 Stainless 9/16 -1 1/16 96 80 1. Based on the capacity of the top rail considering the worst case between a 50 plf uniform load and a 200 lb. concentrated load. 2. Maximum end lite width applies if glass cantilever height H. exceeds the limits in Table 4. TABLE 4-MAXIMUM GLASS PANEL HEIGHT FOR INSTALLATION WITHOUT TOP RAIL (2 Glass plies of equal thickness and .060" non-PVB interlayer) GLASS MAX PANEL HEIGHT, inches PANEL WIDTH, mche9- 9/46" 11/161, 13/16" 1-1/16" A G Z,460 PS1 " G t 164D 01 G z 1640 psi G 2: 1640 psi 12 5.60 11.80 16.30 26.40 24 15.20 30.80 42.50 54.00 36 26.70 43.30 51.30 65.60 41 31.70 45.60 54.20 69.40 48 36.30 46.90 57.80 72.60 60 38.80 47.90 63.00 82.80 72 38.80 48.40 64.80 83.50 For SI: 1 inch = 25.4 mm; 1 lb = 4.45 N 1. Linear interpolation for other panel widths is permitted. 2. Based on the worse case between a 50 plf uniform load and a 200 lb. concentrated load applied at max panel height. 3. Deflection must be determined per Section 4.1.4.2. TABLE 5-HANDRAIL BRACKET SPACING' HANDRAIL MATERIAL' L2 Le in Ifies -inches 1-1/4-inch Sched 40 Galvanized Steel or 96 24 Stainless Steel 1-1/4-inch Sched 40 Aluminum 84 21 1-1/2-inch Sched 40 Galvanized Steel or 115 34 Stainless Steel 1-1/2-inch Sched 40 Aluminum 96 29 1-1/2-inch x 1/8-inch Stainless Steel 102 27 Tube 1-1/2-inch x 1/8-inch Aluminum 62 15 Tube 1-1/2-inch x 0.05-inch Stainless Steel 50 12 Tube 2-inches x 0.05-inch Stainless Steel 92 22 Tube For SI: 1 inch = 25.4 mm 'See Figure 9 'See Section 3.1.2 for material specifications 'Based on the worse case between a 50 plf uniform load and a 200 lb. concentrated load. ESR-3842 I Most Widely Accepted and Trusted Page 11 of 15 FIGURES: EITHER TOP OR E TEMPERED LAMINATED HANDRAIL GLASS -TYPICAL BUTT J LINE OF BETWEEN LS / 1 UBSTTRA EUNTING ANCHOR SPACING WILL DEPEND ON MOUNTING SUBSTRATE AND REGION OF PROJECT FIGURE 1—TYPICAL GLASS RAILING ELEVATION FOR SURFACE MOUNTED GUARD RAILS IN CONCRETE LAMINATED GLASS 9� q 0 0 4 !7 TAPER-LOC 9/16" L56S 9BL56 LTL96X1 (13.52mm) (4'/4H x 2T/8W) (4'/4H x 2T/8W) I1/16" L68S 9BL68 LTL96X1 (I 7.52mm) (43/4H x 31/16W) (43/4H x 31/I6W) TLXATSL XA 17LT 27/32" L21S 9BL21 LTLIOXI (21.52mm) (4'/3H x 3'/16W) (4'/3H x 3'/I6W) TLXATSL XA21 LT 1-1/16" L25S - LTLIOX (25.52mm) (4'/4H x 3'/8W) FIGURE 2—BASE SHOES )ZI, I- [7 o 1/2" ° Notes for Figure 3 1. 1 /4"x6" 6063 T5 aluminum bars or bent plate 2. Fillet weld comer slot 3" @ 12" o.c.. 3. Base shoe weld 3/16" fillet 3" @ 12" o.c. 4. The fasteners used to attach the bracket to the wood substrate must be 8 ea. No.14x3-inch (76 mm) stainless steel wood screws. Notes for Figure 4 1. L5x5x5/]6x4" complying with ASTM A36 spaced at 12" o.c. 2. CRL BSWMA1, dated 10/26/2015 for L56S/9BL56 3. CRL BSWMA2, dated 3/9/2017 for other listed base shoes. 4. Not Shown: The based shoe is connected to the steel angle with '/z-inch diameter by'/. -inch long (12.7 min by 19.1 Turn) ASTM F- 837 Alloy Group 1 (any condition), stainless steel socket head cap screws into tapped holes spaced 12" o.c. . 5. The fasteners used to attach the bracket to the wood substrate must be 8 ea. No.14x3-inch (76 min) stainless steel wood screws FIGURE 3—ALUMINUM BRACKET SURFACE MOUNT FIGURE 4—STEEL BRACKET SURFACE MOUNT DETAIL WOOD SUBSTRATE DETAIL WOOD SUBSTRATE ESR-3842 I Most Widely Accepted and Trusted Page 12 of 15 TYPICAL END LIGHT TOP RAIL ATTACHED TO POST OR WALL GLASS WIDTH GLASS WIDTH f I 1 - TEMPERED / TOP RAIL):Np.. % SUPPORTED I / LAMINATED GLASS rGLASS ONLYeV F- LINE OF MOUNTING r/J 1/2" TYPICAL BUTT JOINT$ / SUBSTRATE BETWEEN GLASS PANELS FIGURE 5—TOP RAIL SUPPORT OPTIONS GR15 Stainless or Brass 9/16" Laminated Glass GRS/GRSC15 Stainless 9/16" Laminated Glass FIGURE 6—WET GLAZING GR16 GR19 Stainless Aluminum 9/16" — 11 /16" Laminated Glass 9/16" — 11/16" Laminated Glass GR20 GRS20 GRSC20 GR25 Stainless or Brass Stainless Stainless Stainless, Brass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass o , In-Im GR25 GRS25 GR30 GR35 Aluminum Stainless Aluminum Stainless, Brass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 3 1 /2"0 4"0 ____._ y 2"0 2 1/2"0 N C kx / GR35 GR40 GR207 GR257 Aluminum Stainless, Brass Stainless, Brass Stainless, Brass 9/16" — 11/16" Laminated Glass 9/16" — 11A 6" Laminated Glass 9/16" — 27/32" Laminated Glass 9/16" — 27/32" Laminated Glass FIGURE 7—CAPRAILS (CRL / BLUMCRAFT) ESR-3842 I Most Widely Accepted and Trusted Page 13 of 15 G R307 Stainless, Brass 9/16" — 27/32" Laminated Glass 21/2"0 GR307 GROV4 WCR20 Aluminum Aluminum Wood 9/16" — 27/32" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 11 WCR25 WCR30 GRLC10 GRL10 Wood Wood Stainless Stainless 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass 9/16" — 11/16" Laminated Glass SRF15 SRF20 Stainless Stainless 9/16" — 27/32" Laminated Glass 9/16" — 1-1/16" Laminated Glass GRRF15 Stainless 9/16" — 27/32" Laminated Glass 2" 0 CV GRRF20 Stainless 9/16" — 1-1/16" Laminated Glass 2 1/2"0 m f 324 L10 LR20 LR25 Aluminum Stainless Stainless Stainless 9/16" — 11/16" Laminated Glass 9/16" — 1-1/16" Laminated Glass 9/16" — 1-1/16" Laminated Glass 9/16" — 1-1/16" Laminated Glass FIGURE 7—CAPRAILS (CRL / BLUMCRAFT) (Continued) ESR-3842 I Most Widely Accepted and Trusted Page 14 of 15 i gel V A P pp", 1;0 XA Adjustable Tapers LTL10X Tapers EDGE " STANCE SPACING 1*-'M LTL96X1 and LTL10X1 Tapers TAPER-LOC' LSetting Block LS CENTER LINE SPACING .,— Taper-Loc TLK12 Installation Removal Tool TAPER -LOCI TAPERS TYPICAL BASE SHOE ELEVATION DETAIL WITH TAPER -LOCO LOCATIONS Edge Distance: 2-inches 5 A 5 85/8-inches; 51 mm 5 A 5 219mm for Glass thickness >_ 5/8" Center to center spacing: 7-inches <_ B <_ 14-inches: 178mm <_ B 5 356mm for Glass thickness >_ 5/8" Edge Distance: 2-inches <_ A 5 5-inches; 51 mm <_ A <_ 127mm for Glass thickness < 5/8" Center to center spacing: 6 2/3 inches 5 B <_ 10-inches: 169mm <_ B <_ 254mm for Glass thickness < 5/8" Minimum number of Taper- Loc° sets Glass Panel Widths Glass Panel Thickness = 9/16" Glass Panel Widths (L) Glass Panel Thickness > 9/16" 1 set 6-in to < 10-in (127 to 254 mm) <_ 14-inches (<_ 356mm) 2 sets 10-in to < 16-in (254 to 406 mm) 14-in < L <_ 28-in (356mm< L <_ 712mm) 3 sets 16-in to < 24-in (406 to 610 mm) 28-in < L 5 42-in (712mm< L 5 1067mm) 4 sets 24-in to < 32-in (610 to 813 mm) 42-in < L 5 56-in (1067mm< L 5 1422mm) 5 sets 32-in to < 40-in (813 to 1,016 mm) 56-in < L <_ 70-in (1422mm< L <_ 1788mm) 6 sets 40-in to < 48-in (1,016 to 1,219 mm) 70-in < L <_ 84-in (1788mm< L <_ 2134mm) 7 sets 48-in to < 56-in (1,219 to 1,422 mm) 84-in < L <_ 96-in (2134mm< L <_ 2438mm) 8 sets 56-in to < 64-in (1,422 to 1,626 mm) 9 sets 64-in to < 72-in (1,626 to 1,829 mm) 10 sets 72-in to < 84-in (1,067 to 1,422 mm 11 sets 80-in to 5 84-in (2,032 - 2,134 mm) FIGURE 8—TAPER-LOC° SPACING RAIL SPLICE TEMPERED LAMINATED GLASS _- L1=L2-3"*4 ADJUSTMENTS TO TAPER-LOC° SET SPACING BELOW 1. For glass panel heights over 42-inches Amax and Bmax must be reduced proportionally. Amax= 8 5/8*(42/h) Bmax= 14*(42/h) h = glass panel height 2. For glass panel heights under 42-inches Amax and Bmax must not be increased. 3. Amm and Bmin are for ease of installation and can be further reduced as long as proper installation is achieved. FIGURE 9—TOP RAIL AND HANDRAIL SUPPORT OPTIONS ' ESR-3842 I Most Widely Accepted and Trusted Page 15 of 15 HR1 5GA I HR20GA LA JOLLA SERIES HR2EG / HR3EG SERIES MALIBU SERIES HR15G/HR20G PISMO SERIES HR2FG SERIES COASTAL SERIES HR2SG HR5EG MANHATTAN SERIES SHORE SERIES FIGURE 10—HANDRAIL BRACKETS REQUIRES A Li HOLE IN ISLAS SADDLE HAND RAIL INCLUI -- MOUNTING HOLES FOR k 10 SCREWS --- (INCLUDED) FIGURE 11— HANDRAIL ATTACHMENT HR2DG NEWPORT SERIES HR2JG SERIES SUNSET SERIES N ' _.L4 fa \ 2" (51 mm) DIA. 3/8"-16 STANDOFF CAP ALLEN SCREW (INCLUDED) FIGURE 12—HANDRAIL ATTACHMENT TO GLASS STABILIZING END CAP MATCHED TO TOP RAIL OR HAND RAIL 1/4" x 1" TEK SCREW TO STEEL I17 (16 GA MINIMUM) 1,iy tD Edge of i;labS 1/4"X 1.5" WEDGE -BOLT+ SCREW TO 37mmI CMU OR CONCRETE #14X Z' FLAT HEAD WOOD SCREW 1.1/2" MIN WOOD THICKNESS FIGURE 13—STABILIZING END CAP SECTION 05 7310 TAPER -LOCO DRY GLAZE GLASS RAILING SYSTEMS PART 1 GENERAL • SECTION INCLUDES • Tempered Laminated Glass Dry Glazed Railing Assemblies. • RELATED SECTIONS • Section 05 5000 - Metal Fabrications • Section 05 7000 - Ornamental Handrails & Railings • Section 05 7300 — Handrails and Railings • Section 08 8000 - Glazing • REFERENCES • ASTM C 1048 — Standard Specification for Heat Treated Flat Glass — Kind HS, Kind FT Coated and Uncoated Glass • ASTM C1172—Standard Specification for Laminated Architectural Flat Glass • NAAMM Metal Finishes Manual; national Association of Architectural Metal Manufacturers • SYSTEM DESCRIPTION • Performance Requirements for Handrail Assembly: • Support distributed load of 50 pounds per linear foot (0.73kN/M), applied horizontally at right angles in any direction to the handrail. • Support concentrated horizontal load of 200 pounds (0.89kN), applied in any direction at any point along handrail system. • 50 lbs (0.22kN) on 1 sf (0.093m2) perpendicular to guard at any location • Wind loads 25 psf or as otherwise specified. • Distributed loads and concentrated loads not to be applied simultaneously. • SUBMITTALS • Submit under provisions of Section 013300. • Product Data: Submit Manufacturer's technical product data for railing components and accessories. • Shop Drawings: Dimensioned drawings of railing assemblies indicating the following: 1. Elevations; include joint locations, transitions, and terminations. • Manufacturer's installation and maintenance instructions. • Samples of manufacturer's finishes (As selected by Architect.) • QUALITY ASSURANCE • Components and installation are to be in accordance with state and local building codes. • All components and fittings are furnished by the same manufacturer. • DELIVERY, STORAGE, AND HANDLING • Deliver materials properly protected against damage to finished surfaces during transit. • Inspect materials upon delivery for damage. Unless minor defects can be made to meet the Architect's specifications and satisfaction, damaged parts should be removed and replaced. • Store materials at building site under cover in dry location PART 2 PRODUCTS • MANUFACTURERS • Acceptable Manufacturer: C.R. Laurence Co., Inc. (CRL) Tel: (800) 421-6144 Fax: (800) 587-7501 Email: railings@crlaurence.com www.cri-arch.com www.criaurence.com • Manufacturers of equivalent products will be considered for substitution in accordance with provisions of Section 012500 - Product Substitution Procedures. • MATERIALS • Aluminum Components: Conforming to ASTM B 221/ASTM B221M, Alloy 6063- T52 • Stainless Steel Components: Conforming to ASTM A 666, Type 304 • Stainless Steel Components: Conforming to ASTM A 240 / A 666, Type 316 Brass Components: Conforming to ASTM B 248, No. 260, Yellow Brass COMPONENTS Glazing: Fully tempered ASTM C 1048 Kind FT, Quality q3. As specified in Section 088000 • Laminated Tempered Thickness: 9/16 inch (13.52 mm). (Architect to specify) • Laminated Tempered Thickness: 11/16 inch (17.52 mm). (Architect to specify) • Laminated Tempered Thickness: 27/32 inch (21.52 mm). (Architect to specify) • Laminated Tempered Thickness: 1-1/16 inch (25.52 mm). (Architect to specify) • Color: Clear, or tint. (Architect to specify) • Architect to specify edge type on exposed glass edges. (See section 08 8000.) Interlayer (Option): Ionoplast Basis of Design: DuPont1m SentryGlasO interlayer manufactured by DuPont Glass Laminating Solutions, www.sentryglas.com. 1. Thickness: [1.52mm] 2. Color: Clear 3. Interlayer Physical Properties: Young's Modulus: 43 kpsi, when tested in accordance with ASTM D5026 Tensile Strength: 5.0 kpsi, when tested in accordance with ASTM D638. Elongation: 400%, when tested in accordance with ASTM D638 Flex Modulus: 50 kpsi, when tested in accordance with D790. Heat Deflection Temperature at 0.46 MPa: 110 deg F, when tested in accordance with D648. C. Internal Handrail Cap Connection Sleeves: Metal tube, material compatible with handrail cap material. D. TAPER -LOCO Dry Glazing System for Laminated Tempered Glass: Each TAPER - LOCO Set consists of two or four Tapers, and one L-Setting Block. Designed for L56S, L68S, L21S, L25S, 9BL56, 9BL68, and 9BL21 Shoe Bases. Patent Pending. Shoe Base: (Architect to specify) • Profile: CRL Part # L56S, 9BL56; 2-7/8 inches (73 mm) wide by 4-3/4 inches (120.7 mm) high rectangular cross-section. Designed to work with CRL's TAPER -LOCO Dry Glazed System with 9/16" (13.52 mm) laminated tempered glass. • Profile: CRL Part # 1,68S, 9BL68 3-1/32 inches (77 mm) wide by 4-3/4 inches (120.7 mm) high rectangular cross-section. Designed to work with CRL's TAPER -LOCO Dry Glazed System with 11/16" (17.52 mm) laminated tempered glass. • Profile: CRL Part # L21 S, 9BL21 3-3/16 inches (81 mm) wide by 4-3/4 inches (120.7 mm) high rectangular cross-section. Designed to work with CRL's TAPER -LOCO Dry Glazed System with 27/32" (21.52 mm) laminated tempered glass. • Profile: CRL Part # L25S; 3-3/8 inches (86 mm) wide by 4-3/4 inches (120.7 mm) high rectangular cross-section. Designed to work with CRL's TAPER -LOCO Dry Glazed System with 1-1/16" (25.52 mm) laminated tempered glass. • Material: Aluminum 6063-T52 • Finish: (Architect to specify.) • Base Cladding: Sheet metal cladding added to exposed shoe base sections. Adhere with double -sided tape and/or silicone adhesive. Provide end caps where ends of shoe base sections are exposed. • 304 Brushed Stainless (Architect to specify) • 304 Polished Stainless (Architect to specify) • C260 Polished Brass (Architect to specify) • C260 Satin Brass (Architect to specify) • 5052 Satin Anodized (Architect to specify) • 5052 Dark Bronze Anodized (Architect to specify) Metal Cap Railing: (Architect to specify) • Profile: Part # GRRF15, round roll form 1-1/2 inches (38.1 mm) diameter. • Profile: Part # GRRF20, round roll form 1-27/32 inches (48.3 mm) diameter. • Profile: Part # GRL10, low profile 11 gauge u-channel 1-5/16 inches (33.3 mm) high. • Profile: Part # GRLC10, crisp corner low profile 11 gauge u-channel 1-5/16 inches (33.3 mm) high. • Profile: Part # L10, u-channel 1-1/4 inches (31.8 mm). • Profile: Part # GRUC, u-channel 1-1/2 inches (38.1 mm). • Profile: Part # GRCF, crisp corner u-channel 1-1/2 inches (38.1 mm). • Profile: Part # GRCR, crisp corner radius top u-channel 1-1/2 inches (38.1 mm). • Profile: Part # GR15, round 1-1/2 inches (38.1 mm) diameter. • Profile: Part # GRS15, square 1-1/2 inches (38.1 mm). • Profile: Part # GRSC15, crisp corner square 1-1/2 inches (38.1 mm). • Profile: Part # GR16, round 1.66 inches (42.2 mm) diameter. • Profile: Part # GR19, round 1-7/8 inches (48.3 mm) diameter (aluminum only) • Profile: Part # GR20, round 2 inches (50.8 mm) diameter. • Profile: Part # 337, CRL-Blumcraft round 2 inches (50.8 mm) diameter. • Profile: Part # LR20, round 2 inches (50.8 mm) diameter. (laminated glass) • Profile: Part # GRS20, square 2 inches (50.8 mm). • Profile: Part # GRSC20, crisp corner square 2 inches (50.8 mm). • Profile: Part # GR25, round 2-1/2 inches (63.5 mm) diameter. • Profile: Part # 338, CRL-Blumcraft round 2-1/2 inches (63.5 mm) diameter. • Profile: Part # GRS25, square 2-1/2 inches (63.5 mm). • Profile: Part # LR25, round 2-1/2 inches (63.5 mm) diameter. (laminated glass) • Profile: Part # GR30, round 3 inches (76.2 mm) diameter. • Profile: Part # GR35, round 3-1/2 inches (88.9 mm) diameter. • Profile: Part # GR40, round 4 inches (101.6 mm) diameter. • Profile: Part # GROV4, oval 4 inches x 2-1/2 inches (101.6 mm x 63.5 mm) (aluminum only) • Profile: Part # 324, CRL-Blumcraft square 1-3/8 inches (35 mm). • Profile: Part # 339, CRL-Blumcraft rectangular 1-3/4 inches x 3-1/2 inches (44.4 x 90 mm). • Profile: Part # 376, CRL-Blumcraft elliptical 2-11/16 inches (68.2 mm). • Profile: Part # 398, CRL-Blumcraft rectangular 4 inches (102 mm). • Profile: Part # 636, CRL-Blumcraft rectangular 1-3/4 inches x 4 inches (44.5 102 mm) . • Profile: Part # 637, CRL-Blumcraft rectangular 1-3/4 inches x 5 inches (44.5 127 mm) . • Profile: Part # 638, CRL-Blumcraft rectangular 1-3/4 inches x 6 inches (44.5 152 mm) . • Material: • Finish: (Architect to specify.) • Wood Cap Railing: (Architect to specify) • Profile: Part # WCR20, CRL round 2 inches (50.8 mm) diameter. • Profile: Part # 346, CRL-Blumcraft round 2 inches (50.8 mm) diameter. • Profile: Part # 347, CRL-Blumcraft round 2-1/2 inches (63.5 mm) diameter. • Profile: Part # WCR25, CRL round 2-1/2 inches (63.5 mm) diameter. • Profile: Part # 397, CRL-Blumcraft 1-3/4 inches x 2-1/8 inches (44.5 x 54 mm) • Profile: Part # 372, CRL-Blumcraft 2 inches x 3-3/4 inches (51 x 95.3 mm) • Profile: Part # 373, CRL-Blumcraft 4-1/2 inches x 1-5/8 inches (114.3 x 41.3 mm) • Profile: Part # 631, CRL-Blumcraft 2-1/2 inches x 4 inches (63.5 x 102 mm) • Profile: Part # 632, CRL-Blumcraft 2-1/2 inches x 6 inches (63.5 x 152 mm) • Profile: Part # 633, CRL-Blumcraft 2-1/2 inches x 8 inches (63.5 x 203 mm) • Profile: Part # WCR30, CRL round 3 inches (76.2 mm) diameter. • Wood Type: • Handrail Brackets: (Architect to specify) • Material: Aluminum • Material: Stainless Steel • Material: Brass • Fabrication: Machined • Fabrication: Cast • Finish: Match handrail cap finish • Metal Handrail Tubing: (Architect to specify) • Profile: Part # HR15, round 1-1/2 inches (38.1 mm) diameter. • Profile: Part # HRH15, heavy -wall round 1-1/2 inches (38.1 mm) diameter • Profile: Part # 583, CRL-Blumcraft round 1-1 /2 inches (38.1 mm) diameter. • Profile: Part # HRS15, square 1-1/2 inches (38.1 mm). • Profile: Part # HR19, round 1-7/8 inches (48.3 mm) diameter. • Profile: Part # HR20, round 2 inches (50.8 mm) diameter. • Profile: Part # 537, round 2 inches (50.8 mm) diameter. • Profile: Part # 576, elliptical 2 inches x 1-3/8 inches (50.8 x 35 mm). • Profile: Part # PR15, round 1.9 inches (48.3 mm) 1-1 /2 inch schedule 40. • Profile: Part # PR12, round 1.66 inches (42.2 mm) 1-1/4 inch schedule 40. • Profile: Part # PR2, square 2 inches (50.8 mm). • Material: • Finish: (Architect to specify). Wood Handrail: (Architect to specify) 1. Profile: Part # 597, CRL-Blumcraft 1-3/4 inches x 2-3/4 inches (44.5 x 69.9 mm) 2. Profile: Part # 580, CRL-Blumcraft round 2 inches (50.8 mm) diameter. 3. Profile: Part # 572, CRL-Blumcraft 2 inches x 4-1/2 inches (50.8 x 114.3 mm) 4. Profile: Part # WD15, round 1-1/2 inches (38.1 mm) diameter 5. Profile: Part # WD20, round 2 inches (50.8 mm) diameter 6. Wood Type: • Fasteners: Types and sizes indicated in shop drawings. • For L56S and 9BL56 Base Shoes, for concrete attachment, hole size in base shoe is to be 9/16" (14.3 mm), counter bore 7/8" (22.2 mm) x depth11/a" (12.7 mm), center -to -center spacing of holes is 12" (304.8mm). Use Hilti HSL3 Expansion Anchors 3-3/4" (95 mm) long CRL Part # EBA334, Washer is included. • For all other Laminated Base Shoes, for concrete attachment, hole size in base shoe is to be 13/ 16" (20.6 mm), counter bore 1-1 /4" (31.7mm) x depth lh" (12.7 mm), center -to -center spacing of holes is 11.811" (300mm). Use Hilti HSL3 M12 Expansion Anchors 6-1/8" (156 mm) long CRL Part # EBA335, Washer is included. • For L56S and 9BL56 Base Shoes, for steel attachment, hole size in base shoe is to be 9/ 16" (14.3 mm), counter bore 7/8" (22.2 mm) x depth %z" (12.7 mm), center -to -center spacing of holes is 12" (304.8mm). Use /z" - 13 x 1 stainless steel socket head cap screw CRL Part # SHCS12X1. • For all other Laminated Base Shoes, for steel attachment, hole size in base shoe is to be 13/ 16" (20.6 mm), counter bore 1-1 /4" (31.7mm) x depth 1/2" (12.7 mm), center -to -center spacing of holes is 11.811" (300mm). Use M14-2.0 x 20mm Hex Head stainless steel screw CRL Part # HHCS14X34.28mm stainless steel washer is included. Sill Angles for Tempered Glass Railing Assemblies: Steel angle profiles conforming to ASTM A 36, with anchoring devices, sizes indicated in shop drawing of section 05 5000, drilled and tapped for fastener types, sizes, and spacing indicated. r • FABRICATION • Fabricate handrail assembly components to lengths and configurations complying with shop drawings. • Machine joint edges smooth and plane to produce hairline seams when site assembled; supply concealed sleeve connectors for joints. • Isolate dissimilar metals to prevent electrolytic action by applying primer to concealed surfaces of metal components. PART 3 INSTALLATION 3.1 • Install handrails in accordance with manufacturer's recommended installation instructions and approved shop drawings. • CLEANING • Clean glazing surfaces after installation, complying with requirements contained in the manufacturer's instructions. Remove excess glazing sealant compounds, dirt or other substances. • Remove protective films from metal surfaces. • Clean railing surfaces with clean water and mild detergent. Do not use abrasive chemicals, detergents, or other implements that may mar or gouge the material. • PROTECTION • Institute protective measures required throughout the remainder of the construction period to ensure that all the materials do not incur any damage or deterioration. • Repair components damaged by subsequent construction activities in accordance with manufacturer's recommendations; replace damaged components that cannot be repaired to Architect's acceptance. END OF SECTION Eastern Engineering Group Structural Specialty Engineering Structural Inspections Windows and Doors Engineering Specialty Engineering Civil Structural Components Engineerin www.easterneg.co W1000", T4: D 1298 NE 95 lh ST Job No: 21-0835 CITY COPY MISC. SHOP DRAWINGS t 1298 NE 95hST, Miami, FL 33147 'wa)aU I Op@pu- c 01 STRUCTURAL CALCULATIONS oil co w '0 0i c: C w 0 t1 CL 'ui s 0 0 Z152 V) E 0) 0 0 :3 :3 N co U) m a. � Eastern Engineering Group DESIGN CRITERIA: Calculations based on: 1. 2020 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-16 3. Building Code Requirements for Structural Concrete ACI 318-14 4. American Institute of Steel Construction AISC-14ed 5. Aluminum Design Manual 2015 6. Specifications for the Design of Cold -Formed Stainless Steel Structural Members SEI/ASCE8-02 CALCULATION INDEX: I. Wind Load Analysis II. Exterior Glass Railing Design III. Interior Glass Railing Design IV. Interior Glass Wall Design CALCULATION STATEMENT: 3-4 5-18 19-28 29-40 Total Pages = 40 To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer -generated calculations are in compliance with the existing governing codes. A Prepared By: Raissa Lopez, PE Lic. No. 59399 CAN # 26655 ?repared 0y: Gonzalo Pa , PE �4, ^ : Lft.No. 60734 C�N # 26655 3401 NW 82nd Ave, Suitq 370, MiaMF, f or da`' k22 Telf. (305) 599-8133 /Email:; info@easkeineg.com Job No: 21-0835 2 of 40 AN, Eastern Ste. 70 oral Avenue Ste. 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com Engineering Group www.easterneg.com WIND LOAD ANALYSIS Job No: 21-0835 3 of 40 eneral Wind Data: Miami Dade Broward Category I...............V=165 mph ........ V=156 mph Wind Velocity (mph) Category II..............V=175 mph ........ V=170 mph Category III & IV ..... V=186 mph ........ V=180 mph Topographic Factor Wind Directionality Factor (see table 26.6-1)ASCE 7-10 ....Kd=0.85 0-8 Gust Factor (Rigid Structure) C f :=—, --8 Net Force Coefficients (see Figure 6-20 through 6-23) For Solid Signs: s/h<0.16 & 0.2<B/s<10...... Cf=1.85 For Freestanding Walls: s/h>=1 & B/s=1.................. Cf=1.45 s/h>=1 & B/s=2.................. Cf=1.40 s/h>=1 & B/s=5..................Cf=1.35 s/h>=1 & B/s=10................ Cf=1.30 _ Values for Terrain exposure constants (z and zg: Exposure B------ Value a =7 , Value zg=1200 Exposure C------ Value a =9.5 , Value zg=900 zg = 900'0 Exposure D------ Value a =11.5 , Value zg=700 eneral Sign Data: Z —.= 2 0. d Height of Top of Sign (ft) 100. Solidity Ratio of Sign (%) X := 1 - C1— 11.5'1.1fM Solidity Ratio of Sign (%) 100 ) Then Z := if(Z < 15,15,Z) 2 Z 1a Kz := 2.01 - (zg ) qz := 0.00256•Kz•1,--zt Kd•V2 pz := 0.60Z. G• C f) pz.EQ := max(>,•pz, 10) Easternjo%nhionegr. Proup K 0.9,O q 1y lf? psf °.._567 Gross Wind per Actual Solid Area (psf) Equivalent Wind in Overall Area (psf) 4 of 40 3401 82nd Avenue Ate. E as t e r n P one: 305) 5 9-8133 2 info@easterneg.com Engineering Group www.easterneg.com EXTERIOR GLASS RAILING Job No: 21-0835 5 of 40 5'fz' P.vertical SECTION LATERAL P200 200.0 Concentrated Load (lbs) q50 50.0 Uniform Load (plf) gwind-= 57.71 Uniform Distributed Load (psf) E := 10400000.0 Mrfiexure 24000.0 mishear 12000.0 SF := 4.0 h>= 38.5, t := 0.7 'min := 24.0 'max = 60.0 Modulus of Elasticity of Glass (psi) Modulus of Rupture of Glass in Flexure (psi) Modulus of Rigity of glass in Shear (psi) Safety Factor Height of Glass Lite Panne] in Cantilever (in) Thickness of Glass Pannel (in) Minimum Width of Glass Pannel (in) Maximum Width of Glass Pannel (in) Job No: 21-0835 6 of 40 hen Mrflexure Fb :_ SF Mrshear Fv :_ SF L := h 'min if wmin < h L•t2 Sx := — 6 L•t3 Ix := — 12 A:= L•t ctual Gass Moment in Length` L Concentrated Load = 200 lbs. M200 := P200'h Uniform Load = 50 plf L M50:= q50' 12'h Uniform Distributed Wind Load gwind h2 Mwind '—_ L 144 2 MGlass:= max(M200,M50,Mwind) .4 in . 2 in lbs — in lbs — in lbs — in lbs — in Job No: 21-0835 7 of 40 Concentrated Load = 200 lbs. V200 :— P200 Uniform Load = 50 plf L V50 :— q50'12 Uniform Distributed Wind Load gwind Vwind _ 144 . L• h VGlass max(V200, V50, Vwind) Bending Design: Section Modulus Required MGlass Sxr:= Fb Shear Design: Area Required _ VGlass Ar F v BENDfNGglass if(Sxr >_ min(Sx), "N.G" , "OK" ) SHEARglass := if(Ar >_ A, "N.G" , "OK" ) Ibs Ibs lbs lbs Job No: 21-0835 8 of 40 hB := 4.76' Height of Bottom Rail (in) tB := 0.7 Thick of Wall in Bottom Rail (in) h,B Width of Bottom Rail (in) Fb := 21000.0 Allowable Bending Stress in Bottom Rail (psi) F_ 12000.0 Allowable Shear Stress in Bottom Rail (psi) Concentrated Load = 200 lbs. _ M200 VW200 (h — t 1 + P200 B B) Uniform Load = 50 plf M50 L VW50 '_ (h t ) + q5012 B— B Uniform Distributed Wind Load Mwind gwind VWwind '_ (hB — tB) + 144 L� (h + hg� VWall max(VW200, VW50, VWwind lbs lbs lbs lbs Job No: 21-0835 9 of 40 L•tB2 3 SB Z in 6 2 AB := L-tB ,:. in MGlass fb := psi SB BENDING:_ "N.G." "OK" if fb <_ Fb. u fv :_Wall psi AB SHEAR:_ "N.G." "OK" if fv. <_ Fv fb fv CBV:=-+fv Fb. Fv. COMBINED:_ "N.G." "OK" if CBV <_ 1.00 Job No: 21-0835 10 of 40 Ea�ste 3401 NW 82nd Ave. Suite 370 rn Chwai, FL 33122 Engineering Group info4easterneg.com WWWeasternegxojj) V.-II).1,00111 Concrete 3000 Diameter D1-2 Embed 41/2 Spacing= 6 Edge Dist.= 3 Double Edge Dist No by Design Tbolt 1336.16 Vbolt 104.03 by Manuf. T= V= 3186.50 3004.00 GS Adhinive Edge/Spadq Distame Load Factor Summary for mZ11ation of 1hreaded Rod and Unfordni; Bit" spa mr�Eu�aca�urE UA7 eIM MMM ftd-14. mi—*sw—k- Find interpolated value of '13' forth e given value of 'A' from table of data below: Tension 1.25 x Embed Edge Dist.= 3 x y 5.625 1 3 037 0.7 0.5 x Embed 2.25 Shear Edge Dis x 1.25 x Embed 5.625 3 0.3 x Embed 1.35 Spacinf x 1.5 x Embed 6.75 6 0.75 x Embed 3.375 Y 1 1.5 x Embed ).57 0.3 0.5 x Embed 1 0.75 x y 6.75 1 6 :,�,,",0.88 2.25 0.3 O.K. O.K. 0.65 1.00 O.K. Job No: 21-0835 11 of 40 sbolt:= 6 00 Spacing of Bolts Per Pannels Allowable Tension Per Bolt (Ibs) Tbolt:='2307.0 Allowable Shear Per Bolt (Ibs) Vbolt := 1512.0 Allowable Compressive IF := 2100,0 Strength in Support (psi) V,pa i C. T panned L1:= h+hB 'max if wmax < h + hB Concentrated Load = 200 Ibs. MB200 P200'(h + hB) Uniform Load = 50 plf L MB50 := q50' 12 ' (h + hB) Uniform Distributed Wind Load gwind (h + hB) 2 MBwind '—_ 144 L 1 2 MBase max(MB200,MB50>MBwind) kd F.p ra Ibs — in Ibs — in Ibs — in Ibs — in Job No: 21-0835 12 of 40 Concentrated Load = 200 lbs. VB.200 :- P200 Uniform Load = 50 plf Li VB.50 45012 Uniform Distributed Wind Load gwind VB.wind — 144 L1 •(h + hB) VBase max(VB.200, VB.50, VB.wind) lbs lbs Fp•L1•(0.5wB) (Fp•L1)2•(0.5wB)2 4'(MBase)'Fp'L1 3 kd :_ — — kd t124 in 2 4 6 J Fp•LI Tpannel 0.5 , Fp • kd. L l hear Load on Cap Screws Per Width of Glass Panne: Vpannel VBase fp := floor 2Tpannel I kd-Ll J COMPRESSION := "N.G." "OK" if Fp >> fp lbs lbs lbs lbs psi Job No: 21-0835 13 of 40 LI ) Nanchors floor + 1 sbolt J Td :_ Tpannel Nanchors TENSION := "N.G." "OK" if Tbolt Td Vpannel Vd := L 'sbolt 1 SHEAR := "N.G." "OK" if Vbolt > Vd 5 5 C _ Td )3 + Vd )3 TV Tbolt ) Vbolt J COMBINEDI := I "N.G." "OK" if CTV <_ 1.00 bolts lbs lbs Job No: 21-0835 14 of 40 Stainless Steel Cap Duplex S32304 0.1250 Area = 0.4843 in^2 Ixx = 0.1105 in^4 Iyy = 0.1012 in^4 Jz = 0.2117 in" 4 Px y = 0.0000 in^ 4 rxx = 0,4776 in ryy = 0.4571 in xx mDx = 0.1657 ire^3 Sxx rein = 0.1220 in^3 Y max = 0.1799 in"3 S Y rein = 0.1799 in - 3 Table 2-2. Minimum Specified Mechanical Properties of Common Stainless Steels Group of Steels Type Heat Treatment Condition F. Fy Minimum Elongation in 2 in. (50 mm) ksi MPa ksi MPa % Basic chromium -nickel austenitic stainless steels S30400 - 75 515 30 205 40 S30403 - 70 485 25 170 1 40 Molybdenum -chromium -nickel austenitic stainless steels S31600 - 75 515 30 205 40 S31603 - 70 485 25 170 40 Duplex stainless steels - a a a a 30 S32304 - 87 600 58 400 25 S32205 - 95 655 65 450 25 Precipitation hardening stainless steels S17400 H900 190 Fb=0.6*Fy=0.6*58ksi=34.8ksi Fv=0.6*Fy/1.67=0.6*58ksi/1.6=23.2k: H1025 155 H1150 135 930 1 105 725 16 a These values apply to material of thickness > 0.187 in. (5 mm). For material of thickness < 0.187 in. (5 mm), the min. tensile strength is 101 ksi (700 MPa) and the minimum yield strength is 77 ksi (530 MPa). Notes: The values are taken from ASTM 240/A240M for the austenitic and duplex stainless steels. ASTM A276 gives identical values for the stainless steels included in this table. The values are taken from ASTM A564/A564M (ASTM, 2010b) for the precipitation hardening stainless steel. Table 2-3. Chemical Composition Content of Alloying Element (Maximum or Range) Weight, % N Cn 7 y E Group o o C c E C a> L of ° c o u ° Y �' ° a Q Steels Type U 2 a cn in U z 2 z 0 17.5 - 8.0 - S30400 0.070 2.00 0.045 0.030 0.75 - 0.10 - 19.5 10.5 Austenitic S30403 0.030 2.00 0.045 0.030 0.75 17.5 - 8.0 - - 0.10 - 19.5 12.0 stainless steels S31600 0.080 2.00 0.045 0.030 0.75 16.0 - 10.0 - 2.00 - 0.10 - 18.0 14.0 3.00 16.0 - 10.0 - 2.00- S31603 0.030 2.00 0.045 0.030 0.75 0.10 - 18.0 14.0 3.00 4.0 21.0 - 1.35 - 0.10- 0.20- 0.10- S32101 0.04 0.04 0.03 1.00 6.0 22.0 1.70 0.80 0.25 0.80 Duplex 21.5 - 3.0 - 0.05 - 0.05 - 0.05 - stainless S32304 0.030 2.50 0.040 0.030 1.00 24.5 5.5 0.60 0.20 0.60 steels 22.0 - 4.5 - 3.0 - 0.14 - S32205 0.030 2.00 0.030 0.020 1.00 - 23.0 6.5 3.5 0.20 Precipitation hardening 15.0 - 3.0 - 3.0 - S17400 0.070 1.00 0.040 0.030 1.00 _ _ stainless 17.5 5.0 5.0 steels Notes: The values are taken from ASTM 240/A240M for the austenitic and duplex stainless steels. ASTM A276 gives very similar values for the stainless steels described in this table. The values are taken from ASTM A564/A564M for the precipitation hardening stainless steel. Type S17400 additionally contains columbium (niobium) and tantalum for a total of 0.15 to 0.45%. AISC DESIGN GUIDE 27/ STRUCTURAL STAINLESS STEEL / 13 Job No: 21-0835 16 of 40 W W W Handrail to provide redistribution of load between glass panels & to remain in place in case that one of the glass planes breaks Fb.top 348000' Top Railing Allowable Bending Stress ( psi) Fy top := 23200.0 Top Railing Allowable Shear Stress ( psi) Sxtop:= 0.12 Top Railing Inertia Modulus for Vertical Loads (in 3) Sytop: 0.179 Top Railing Inertia Modulus for Horizontal Loads(in3) Atop := 0.484 Top Railing Area (in2) Concentrated Load = 200 lbs. P200' wmax M200.top 5 Uniform Load = 50 plf M50.top 0.1012• q5 wmax2 12 Mactual.top max M200.top, M50.top) lb — in lb — in lb — in Job No: 21-0835 17 of 40 azimum Shear. Concentrated Load = 200 Ibs. V200.top P200 Uniform Load = 50 plf q50 V50.top:= 0.6- 12 - 'max Vactual.top max(V200.top, V50.top) Bending Design: Section Modulus Required Shr:= Mactual.top Fb.top Shear Design: Area Required 1.5• V,_1 f_ Ahr : _ BENDINGtop := if(Shr >_ min Sxtop, Sytop)I "N.G" , "OK" ) SHEARtop := if(Ahr >_ Atop, "N.G" , "OK" ) Shr El in3 it i1.0t' in2 Ibs Ibs Ibs Job No: 21-0835 18 of 40 3401 NW 82nd Avenue Doral, FL EasternPhone:0( 05) 5 9- 133 z info@easterneg.com Engineering Group www.easterneg.com INTERIOR GLASS RAILING DESIGN Job No: 21-0835 19 of 40 P.vertical �TpP RAIL\ ---r P,horizontal GLASS 1 h t 5k2" MIN, t� I BOTTOM RAIL - SLAB SECTION P200 := 200.0 Concentrated Load (lbs) q50:=,50•0 Uniform Load (plf) gwind := 10.0 Uniform Distributed Load (psf) E := 10400000.0 Mrflexure 24000.0 Mrshear:= 12000.0 SF := 4.0 h := 40.0 w .in := 30.0 'max := 60.0 GLASS GLASS GLASS SLAB w� 5 LATERAL Modulus of Elasticity of Glass (psi) Modulus of Rupture of Glass in Flexure (psi) Modulus of Rigity of glass in Shear (psi) Safety Factor Height of Glass Lite Pannel in Cantilever (in) Thickness of Glass Pannel (in) Minimum Width of Glass Pannel (in) Maximum Width of Glass Pannel (in) Job No: 21-0835 20 of 40 hen ; Mrflexure Fb :_ SF Mrshear Fv :_ SF L := h 'min if wmin < h L•t2 Sx := — 6 L• t3 - 12 A:= L•t Concentrated Load = 200 lbs. M200 P200'h Uniform Load = 50 plf L M50:= q50' 12'h Uniform Distributed Wind Load gwind h2 Mwind '—_ L 144 2 MGlass max(M200,M50,Mwind) A M7 .4 in .2 in lbs — in lbs — in lbs — in lbs — in Job No: 21-0835 21 of40 Concentrated Load = 200 Ibs. V200 P200 Uniform Load = 50 plf L V50 g50*12 Uniform Distributed Wind Load gwind Vwind _ 144 . L• h VGlass max(V200 , V50, Vwind) Bending Design: Section Modulus Required MGlass Sxr:= Fb Shear Design: Area Required _ VGlass Ar F v BENDINGglass if(Sxr >_ min(Sx), "N.G" , "OK" ) SHEARglass if(Ar >_ A, "N.G" , "OK" ) Ibs Ibs Ibs Ibs Job No: 21-0835 22 of40 Height of Bottom Rail (in) tB := 0.7 Thick of Wall in Bottom Rail (in) h.B wB s=' 2.7 Width of Bottom Rail (in) Fb.'= 9500.0 Allowable Bending Stress in Bottom Rail (psi) FV:=5500.01 Allowable Shear Stress in Bottom Rail (psi) Concentrated Load = 200 lbs. M200 VW200 '_ (hB— tB ) + P200 Uniform Load = 50 plf M50 L VW50 '_ �h t ) + q50 12 B— B Uniform Distributed Wind Load Mwind gwind VWwind'- (hB — tB) + 144 L•(h + hB) VWall:= max(VW200,VW50,VWwind) MIN lbs lbs lbs lbs Job No: 21-0835 23 of 40 eometric Inertia & Area in Wall's'Moldi.n. L•tB2 3 SB 6 �f in AB := L•tB .2 in MGlass fb := S f = 284 psi B BENDING:_ "N.G." "OK" if fb <_ Fb VWall fv :_ AB SHEAR:_ "N.G." "OK" if fv. < Fv fb fv CBV:=—+— Fb. Fv. COMBINED:_ "N.G." "OK" if CBV <_ 1.00 psi Job No: 21-0835 24 of 40 Base Shoe Connection Design: sbolt`= 12.0 Spacing of Bolts Per Pannels Allowable Tension Per Bolt (Ibs) Tbolt: 2442.0 Allowable Shear Per Bolt (Ibs) ubolt:= 1712.0 Allowable Compressive Fp := 2100.0 Strength in Support (psi) V pa _ i C, T.panrnel LI:= h+hB 'max if wmax < h + hB Concentrated Load = 200 Ibs. MB200 P200'(h + hB) Uniform Load = 50 plf L MB50 q50' 12 ' (h + hB) Uniform Distributed Wind Load gwind (h + hB) 2 MBwind '= L 1 144 2 MBase max(MB200,MB50,MBwind) kd F.p Ibs — in lbs — in lbs — in Ibs — in Job No: 21-0835 25 of 40 Concentrated Load = 200 lbs. VB.200 P200 Uniform Load = 50 plf LI VB.50 g5012 Uniform Distributed Wind Load gwind VB.wind 144 LI•(h + hB) VBase max(VB.200, VB.50, VB.wind) lbs lbs Fp•LI•(0.5wB) (Fp•Ll)2•(0.5wB)2 4.(MBase)-Fp'L1 3 in 2 4 6 ] Fp•LI Tpannel :— 0.5•Fp•kd•Ll Vpannel := VBase fp := floo 2Tpannel I kd-LI J COMPRESSION := "N.G." "OK" if Fp >— fp lbs lbs lbs lbs psi Job No: 21-0835 26 of 40 1 Nanchors := floo L1 + 1 'bolt ) Tpannel Td._ N anchors TENSION := I "N.G." "OK" if Tbolt > Td Vpannel Vd := L ''bolt 1 SHEAR := "N.G." "OK" if Vbolt > Vd 5 5 C Td )3 + Vd )3 TV _ Tbolt) Vbolt J COMBINEDI := I "N.G." "OK" if CTV _< 1.00 bolts lbs lbs Job No: 21-0835 27 of 40 Eastern 3401 NW 82nd Ae, Suite,'370 0*— Doran.FL 33122 (305)599-8133 Engineering Group iW—WWeawrn mcOoMm Concrete 3000 Diameter D1-2 Embed 41/2 Spacing= 12 Edge Dist.= 3 Double Edge Dist No by Design Tbolt 1662.39 Vbolt 55.00 by Manuf. T= V7= 3186.50 3004.00 GS Adhesive Edge/Spadag Distano Load Fa(tor Summary for Inzilation of Threaded Rod and ReInfordnq Bar' WHM Find interpolated value of 'B'for the given value of 'A' from table of data below: Tension Edge Dist.= 3 Spacing= 12 x Y x Y 1.25 x Embed 5.625 1 1.5 x Embed 6.75 1 3 6.17 12 LOW 0.5 x Embed 1 2.25 1 0.7 0.75 x Embed 3.375 0.75 Shear Edge Dist.= 3 Spacing= 12 x Y x Y 1.25 x Embed 5.625 1 1.5 x Embed 6.75 1 3 O�57 12 1.00 0.3 x Embed 1.35 0.3 0.5 x Embed 2.25 0.3 O.K. O.K. 41 24 Job No: 21-0835 28 of 40 3401 82nd Avenue E a s t e r nPhone: 05) 5 9- 133 z info@easterneg.com Engineering Group www.easterneg.com INTERIOR GLASS WALL DESIGN Job No: 21-0835 29 of 40 gweight := 10.0 Distributed Dead Load (psf) gwind 5 0 Wind Uniform Load (psf) P200 := 200.0 Concentrated Load (lbs) E := 104000000 Modulus of Elasticity of Glass (psi) Mrflexure := 24000.0 Modulus of Rupture of Glass in Flexure (psi) Mrshear = 12000.0 Modulus of Rigity of glass in Shear (psi) Safety Factor eometric Glass Railin `` Data:. Span of Glass Pannel (in) w:= 48.0 Width of Glass Pannel (in) Thickness of Glass Pannel (in) Job No: 21-0835 30 of 40 f1Q11' Mrflexure Fb :_ SF Mrshear Fv :_ SF 2 w• t Sx :_ — 6 3 Ix w- t 12 A := w• t Distributed Dead Load (psfl gweight 1 w L2 144 Mweight — (�= 8 Wind Load (psfl \ gwind I 2 w•L 144 Mwind '= 8 Concentrated Load = 200 lbs. P200'L M200 4 Mactual max(Mweight^ Mwind, M200) Distributed Dead Load (psfl C 144 gweight J wL Vweight .— 2 Wind Load (psfl \ gwind I i w• L 144 Vwind := 2 S- - 2.00 � 0: 24�04 psi psi 3 in 4 in .2 in lbs lbs — in lbs — in lbs — in lbs — in lbs Job No: 21-0835 31 of40 Concentrated Load = 400 lbs. V200 := P200 Vactual max(Vweight, Vwind, V200) Bending Design: Section Modulus Required Mactual Sxr :_ Ina Fb Shear Design: Area Required Vactual ITT 2 Ar := F in v BENDINGtop := if( Sxr >_ min(Sx) , "N.G" , "OK" ) SHEARtop := if(Ar >_ A, "N.G" , "OK" ) L allow '— 30 5(gweight) w L4 144 J weight 384E.Ix 5 gwind I w L4 144 wind'= 384E•Ix P200'L 3 �200 48E•Ix actual max(Aweight wind, A200) DEFLECTION := "N.G." "OK" ifallow factual lbs lbs in in in in in Job No: 21-0835 32 of 40 CONNECTION DESIGN (GATE WORST CASE SCENARIO) Loads: .Interior lateral load for partitions= 5psf .qDL= 10psf �;4 = q I f g� =t 5ps(. r q v 3X, +,JAI = --Iq : 90oA/f 2 2Z5 3T .t ok_ Job No: 21-0835 33 of 40 �a v Blue Climasealt" osier to instal/- ess torque required! 1 410 Stainless Steel Kesternich Results (DIN 40018 2.OL) 30 Cycles -10% or less rust ilt Spray Results (ASTM B117) 720 Hrs -10% or less rust SPECIFIED FOR ANCHORAGE INTO CONCRETE, BRICK OR BLOCK The "original masonry" anchor that cuts its own threads into concrete, brick, or block. Maximum performance is achieved because the Tapcon Anchor, the Condrive Installation Tool, and the carbide -tipped Tapcon Drill Bits are designed to work as a system. It is essential to use the Condrive tool and the correct drill bit to assure consistent anchor performance. Works in all masonry base materials. Fast and easy-3 anchors per minute. No hole spotting or inserts required. Removable. Slotted hex and phillips flat head styles. Extended corrosion protection — Blue Climaseal". Available in 410 Stainless Steel. Tapcon Anchors Blue Climaseal° provides extended corrosion protection Available in 410 Stainless Steel (see photo on left) Ilex Head style on Tapcon Anchors is available for majority of fixture anchoring needs Phillips Flat Head style is available when flush seating is necessary in countersink applications Advanced Threadform cuts into concrete and masonry for reduced installation torque and increased pullout performance Lengths of Tapcon Anchors range from 1-1/4" to 4" in 3/16" and up to 6" in 1/4" diameters. Nail -Type Point guides the anchor into the pre -drilled hole. Excellent for wood to concrete applications Tapcon' is a registered trademark of Buildex, a divison of Illinois Tool Works, Inc. ,rr , AHead' Call our toll free number 800-899.7890 or visit our web site for the most current product and technical information at www.itwredhead.com The Tapcon Anchor is especially well suited for window and door frames because it performs well in block, is available in a flat head style, and is fast to install. Many horizontal or "wall" applications are attached with Tapcon Anchor because it is removable and works well in block and brick. The picture shows the Condrive 1000 Installation Kit in action. The kit makes for fast and easy change over from drill bit to driver and controls the driving torque to prevent thread stripping and head snapping in hard base materials. Fixture Thickness —determine the fixture thickness to be anchored Anchor Embedment —with a minimum recommended embedment of 1", the correct Tapcon anchor choice can be made. Hole depth must be a minimum 1/4" deeper than the anchor embedment to allow for displaced material Hole Diameter —proper hole diameter is very important to insure consistent performance and maximum pullout strength. 3/16" anchors require 5/32" diameter bits, and 1/4" anchors require 3/16" diameter bits Blue Climaseal" ]CC Evaluation Service, Inc. — #ESR-1671 ]CC Evaluation Service, Inc. — #ESR-2202 Miami -Dade County — #11-0616.05 Florida Building Code FL#7556.1 410 Stainless Steel Miami -Dade County — #11-0616.05 Florida Building Code FL#7556.1 For the most current approvals/listings visit: www.itw-redhead.com Read installation instructions before using! If there are any questions concerning proper installation, applications or appropriate use of WARNING: this product, please call our Technical Services Department at 1-800-899-7890. Failure to follow these instructions can result in serious personal injury. 1. Select proper fastener — diameter / head style / length. a) Use selection chart to choose proper length. 2. Drill Hole — use selection chart to determine drill bit length and depth of hole. a) Choose appropriate drill of Tapcon Anchor. b) Drill hole minimum 1/4" deeper than Tapcon Anchor to be embedded. Minimum anchor embedment: 1" Maximum anchor embedment: 1-3/4" 3. Drive Anchor. Failure to wear safety glasses with side ® WARNING: shields can result in serious personal injury. Always wear ANSI compliant eye protection (ANSI Z87.1-2003). 1 WARNING: Using the wrong size drill bit will affect performance values and may cause failure. Head Styles 3/16" diameter has a 1/4" slotted hex washer head (HWH) 1/4" diameter has a 5/16" slotted hex washer head (HWH) 3/16" diameter uses a #2 phillips flat head (PFH) 1/4" diameter uses a #3 phillips flat head (PFH) THRfo6 Nb -0835 Call our toll free number 800-899-7890 or visit our web site for the most - _ , , current product and technical information at www.itwredhead.com 4PFIXTURE o tr • • Diameter ............ 3/16" and 1/4" Thread Form..... Advanced Threadform Technology'" Point Type......... Nail Finish.................Blue Climaseal'' All boxes of ITW Tapcon come packaged with matching carbide -tipped bit. Tapcon is packaged 100 pieces per box and 500 pieces per master carton except HW4-600 and PF4-600 (400 in master carton). THICKNESS INCHES RECOMMENDED TAPCON LENGTH In.(mm) PART NO. 3/16" HEX HEAD PART NO. 1/4" HEX HEAD PART NO. 3/16" FLAT HEAD PART NO. 1/4" FLAT HEAD BIT LENGTH In.(mm) STRAIGHT SHANK BITS FOR 3/16"TAPCON PART NO. STRAIGHT SHANK BITS FOR 1/4"TAP(ON PART NO. 0" - 1/4" 1-1/4 (31.8) HW3-114 HW4-114 PF3-114 PF4-114 3-1/2 (88.9) 7900814 7901014 1/4" - 3/4" 1-3/4 (44.5) HW3-134 HW4-134 PF3-134 PF4-134 3-1/2 (88.9) 7900814 7901014 3/4" - 1-1/4" 2-1/4 (57.2) HW3-214 HW4-214 PF3-214 PF4-214 4-1/2 (114.3) 7900818 7901018 1-1/4"- 1-3/4" 2-3/4 (69.9) HW3-234 HW4-234 PF3-234 PF4-234 4-1/2 (114.3) 7900818 7901018 1-3/4" - 2-1/4" 3-1/4 (82.6) HW3-314 HW4-314 PF3-314 PF4-314 5-1/2 (139.7) 7900822 7901022 2-1/4" - 2-3/4" 3-3/4 (95.3) HW3-334 HW4-334 PF3-334 PF4-334 5-1/2 (139.7) 7900822 7901022 2-1/2" - 3" 4 (101.6) HW3-4Oo HW4-400 PF3-400 PF4-400 5-1/2 (139.7) 7900822 7901022 3-1/2" - 4" 5 (127.0) N/A HW4-500 N/A PF4-500 6-1/2 (165.1) N/A 7901026 4-1/2" - 5" 6 (152.4) N/A HW4-600 N/A PF4-600 7-1/2 (190.5) N/A 7901030 Additional Tapcon bits are available 10 per tube. Diameter ............ 3/16" and 1/4" Thread Form..... Original Notched Hi-Lo" • • Point Type......... Nail Finish.................410 Stainless Steel with Silver Climaseal", All boxes of ITW Tapcon come packaged with matching carbide -tipped bit. Tapcon is packaged 100 ' pieces per box and 500 pieces per master carton except 3461907 (400 in master carton). FIXTURE RECOMMENDED PART NO. PART NO. PART NO. BIT STRAIGHT SHANK STRAIGHT SHANK THICKNESS TAPCON LENGTH 1/4" 3/16" 1/4" LENGTH BITS FOR BITS FOR INCHES In.(mm) HEX HEAD FLAT HEAD FLAT HEAD In.(mm) 3/16"TAPCON 1/4"TAPCON PART NO. PART NO. 0" - 1/4" 1-1/4 (31.8) SHW4-114 3434907 SPF4-114 3-1/2 (88.9) 7900814 7901014 1/4" - 3/4" 1-3/4 (44.5) SHW4-134 3418907 SPF4-134 3-1/2 (88.9) 7900814 7901014 /4"-1-1/4" 2-1/4 (57.2) SHW4-214 3419907 SPF4-214 4-1/2 (114.3) 7900818 7901018 1-1/4-1-3/4" 2-3/4 (69.9) SHW4-234 3420907 SPF4-234 4-1/2 (114.3) 7900818 7901018 1-3/4"- 2-1/4" 3-1/4 (82.6) SHW4-314 3421907 SPF4-314 5-1/2 (139.7) 7900822 7901022 2-1/4' - 2-3/4" 3-3/4 (95.3) SHW4-334 3322907 SPF4-334 5-1/2 (139.7) 7900822 7901022 2-1/2"-3' 4 (101.6) 3459907 N/A N/A 5-1/2 (139.7) N/A 3100910 3-1/2" - 4" 5 (127.0) 3460907 N/A N/A 6-1/2 (165.1) N/A 3102910 4-1/2" - 5" 6 (152.4) 3461907 N/A N/A 1 7-1/2 (190.5) N/A 3461907 Tapcon' SDS Bits PART DESCRIPTION NUMBER 790059 7" (SDS Rotohammer Bits for use with 3/16" Tapcon) 7901060 5" (SDS Rotohammer Bits for use with 1/4"Tapcon) 7901059 7" (SDS Rotohammer Bits for use with 1/4" Tapcon) All SDS bits are sold individually. Ultimate Tension and Shear Values (LbslkN) in Concrete ANCHOR MIN. DEPTH OF Yc = 2000 PSI (73.8 MPa) Pc = 3000 PSI (20.7 MPa) fc = 4000 PSI (27.6 MPa) Pc = 5000 PSI (34.5 MPa) DIA. In.(mm) EMBEDMENT In.(mm) TENSION Lbs.(kN) SHEAR Lbs. M) TENSION Lbs.(kN) SHEAR lbs.(kN) TENSION Lbs.(kN) SHEAR Lbs.(kN) TENSION Lbs.(kN) SHEAR Lbs.(kN) 3/16 (4.8) 1 (25.4) 600 (2.7) 720 (3.2) 625 (2.8) 720 (3.2) 650 (2.9) 720 (3.2) 800 (3.6) 860 (3.8) 1-1/4 (31.8) 845 (3.7) 720 (3.2) 858 (3.8) 720 (3.2) 870 (3.9) 720 (3.2) 1,010 (4.5) 860 (3.8) 1-1/2 (38.1) 1,090 (4.8) 860 (3.8) 1,090 (4.8) 860 (3.8) 1,090 (4.8) 860 (3.8) 1,220 (5.4) 860 (3.8) 1-3/4 (44.5) 1,450 (6.5) 870 (3.9) 1,455 (6.5) 870 (3.9) 1,460 (6.5) 990 (4.4) 1,730 (7.7) 990 (4.4) 1/4 (6.4) 1 (25.4) 750 (3.3) 900 (4.0) 775 (3.4) 900 (4.0) 800 (3.6) 1,360 (6.1) 950 (4.2) 1,440 (6.4) 1-1/4 (31.8) 1,050 (4.7) 900 (4.0) 1,160 (5.2) 900 (4.0) 1,270 (5.6) 1,360 (6.1) 1,515 (6.7) 1,440 (6.4) 1-1/2 (38.1) 1,380 (6.1) 1,200 (5.3) 1,600 (7.2) 1,200 (5.3) 1,820 (8.1) 1,380 (6.1) 2,170 (9.7) 1,670 (7.4) 1-3/4 (44.5) 2,020 (9,0) 1,670 (7.4) 2,200 (9.8) 1,670 (7.4) 2,380 (10.6) 1,670 (7.4) 2,770 (12.3) 1,670 (7.4) Safe working loads for single installation under static loading should not exceed 25%of the ultimate load capacity "O f" Call our toll free number 800-899-7890 or visit our web site for the most current product and technical information at www.itwredhead.com as � p Ultimate Tension and Shear Values f ' S } ANCHOR ANCHOR LIGHTWEIGHT BLOCK MEDIUM WEIGHT BLOCK Dm EMBEDMENT TENSION SHEAR TENSION SHEAR In. In. (mm) Lbs. M) Lbs.(kN) Lbs.(kN) Lbs.(kN) 3/16 (4.8) 1 (25.4) 220 (1.0) 400 (1.8) 340 (1.5) 730 (3.2) 1/4 (6.4) 1 (25.4) 250 (1.1) 620 (2.8) 500 (2.2) 1,000 (4.4) Safe working loads for single installation under static loading should not exceed 25%ofthe ultimate load capacity. NOTE: 3/16" Tapcon requires 5/32" bit, 1/4" Tapcon requires 3/16" bit. Allowable Edge and Spacing Distances PARAMETER ANCHOR NORMAL WEIGHT CONCRETE CONCRETE MASONRY UNITS (CMU) DIA. In. (mm) FULL CAPACITY REDUCED CAPACITY LOAD REDUCTION FULL CAPACITY REDUCED CAPACITY LOAD REDUCTION (Critical Distance (Minimal Distance FACTOR (Critical Distance (Minimal Distance FACTOR Inches) Inches) Inches) Inches) Spacing Between 3/16 3 1-1/2 0.73 3 1-1/2 1.00 Anchors - Tension 1/4 4 2 0.66 4 2 0.84 Spacing Between 3/16 3 1-1/2 0.83 3 1-1/2 1.00 Anchors - Shear 1/4 4 2 0.82 4 2 0.81 Edge Distance - 3/16 1-7/8 1 0.83 4 2 0.91 Tension 1/4 2-1/2 1-1/4 0.82 4 2 0.88 Edge Distance 3/16 2-1/4 1-1/8 0.70 4 2 0.93 -Shear 1/4 3 1-1/2 0.59 4 2 0.80 For SI:1 inch = 25.4 mm Condrive 1000 Installation Tool - SPECIFIED FOR ANCHORAGE INTO CONCRETE, BRICK OR BLOCK The key to Tapcon's fast and easy installation is the multi -purpose Condrive Installation Tool. The drive sleeve, along with the hex head and phillips sockets provide the installer with the flexibility necessary for the complete variety of Tapcon applications (tool does not include drill bit). Condrive' 1000 - A multi -purpose tool designed for installation of Tapcon hex head and Phillips flat head anchors up to 3-3/4" long. If driving hex head Tapcon, driver will automatically disengage. The Condrive 1000 has a reusable plastic case. Condrive Tools are designed to specifically install Tapcon Anchors and to fit standard hammer drills. Part No. C1000 (Does not include drill bit) Fast change from drilling to driving 11 Eliminates need to change out chucks and bits • Eliminates need for two tools • Special nut driver is recessed for torque control to reduce head breakage The picture shows the Condrive 1000 Installation Kit in action. The kit makes for fast and easy change over from drill bit to driver and controls the driving torque to prevent thread stripping and head snapping in hard base materials. Condrive 7000 Spare DESCRIPTION QTY/WT PART NO. (A) 7901001 Drill Adapter 1/.06 (B) 7901002 Sleeve 1/.01 7901003 Black Band 1/.02 7901004 5/32" Ball Bearing 1402 (C)7901006 3/16" Socket 1/.04 (D) 7901007 1/4" Socket 1 /.05 7901008 #2 Phillips bit for 3116" anchor 1/.10 7901009 #3 Phillips bit for 1/4" anchor 1/.12 (E) 7901010 Phillips Socket 1/.44 7902006 Set Screw 1/.02 7902008 1/16" Ball Bearing 1/.02 7902010 1 /8" Hex Key 1 /.10 /TR T7b9-0835 Call our toll free number 800-899-7890 or visit our web site for the most current product and technical information at www.itwredhead.com WpB� �lx�-�SR WOOA' Cicn.,e wS 4 10P )(ID 10 (p lip " W"� cep po..� b 4 � 40v,, LO/ 10,1 = tvA, L CaP"A- Job No: 21-0835 38 of 40 Table L3 Standard Wood Screws' „.___.__._.�15".V'V^�Lyf}�'�'115tii5,14lHtyjyL r� D Cut Thread- 6 7 8 D 0.138" 0.151" 0.164 D,.4 0.113" 0.122" 0.131 ...... U L lityt,lyy !�dyy1,15V�1551{d y�lyy l'i[r , I T L Rolled Thread Wood Screw Number 9 10 12 14 0.177" 0.19" 0.216" 0,242" " 0.142" 0.152" 0.171" 0.196" D = diameter D,. = root diameter L = screw length T = thread length 16 18 20 24 0,268" 0.294" 0,32" 0.372" 0.209" 0.232" 0.255" 0.298" 1. Tolerances specified in ANSI B 18.6.1 2. Thread length on cut thread wood screws is approximately 2/3 of the screw length. 3. Single lead thread shown. Thread length is at least Four times the screw diameter or 2/3 of the screw length, whichever is greater. Screws which are too short to accotnmodate the minimum thread length, have threads extending as close to the underside of the head as practicable. 4. Taken as the average of the specified tnaximum and minimum limits for body diameter of rolled thread wood screws. Table L4 Standard Common, Box, and Sinker Nails' L� H � U Common or Box Sinker D = diameter L = length H = head diameter Pennyweight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Type L 2" 2-1/4" 2-1/2" 3" 3-1/4" 3-1/2" 4" 4-1/2" 5" 5-1/2" 6" Common D 0.113" 0.113" 0.131" 0.148" 0.148" 0.162" 0.192" 0.207" 0.225" 0.244" 0.263" H 0.266" 0.266" 0.281" 0.312" 0.312" 0.344" 0.406" 0.438" 0.469" 0.5" 0.531" L 2" 2-1/4" 2-1/2" 3" 3-1/4" 3-1/2" 4" 4-1/2" 5" Box D 0.099" 0.099" 0.113" 0.128" 0.128" 0.135" 0.148" 0.148" 0.162" H 0.266" 0.266" 0.297" 0.312" 0.312" 0.344" 0.375" 0.375" 0.406" L 1-7/8" 2-1/8" 2-3/8" 2-7/8" 3-1/8" 3-1/4" 3-3/4" 4-1/4" 4-3/4" 5-3/4" Sinker D 0.092" 0.099" 0.113" 0.12" 0.135" 0.148" 0.177" 0.192" 0.207" 0.244" H 0.234" 1 0.250" 1 0.266" 0.281" 0.312" 1 0.344" 1 0.375" 0.406" 0.438" 0.5" 1, I oterances specified in ASTM N 166 /. lyptcal shape of common, box, and sinker nails shown. See AS 1'M P 1667 for other nail types. Job No: 21-0835 39 of 40 AMERICAN FOREST & PAPER ASSOCIATION 96 DOWEL -TYPE FASTENERS Table 11M WOOD SCREWS: Reference Lateral Design Values (Z) for Single Shear (two member) Connectionsl,l•$ with ASTM A 653, Grade 33 steel side plate m � 2 N L L a pry `m Cn LV m .0 3 m 3 m a. (1) c o c a qq 2_45 N N la A iv y LL [V p ~ 8 N N M m m V 0 E D O a O d X O O O 1= d O E d O 2 [ri C O N N _ O y y y N N t O Z O c� O II II 0 II 0 II 0 013 II 0 07 0 0 X II N (7x II n 00) II Q 10 II � 0, II 0 0z t, D in, in. lbs, lbs. lbs. lbs. lbs, lbs, lbs. lbs. lbs, lbs. 0,036 0.138 6 89 76 70 69 66 62 60 54 53 52 (20 gage) 0.151 7 99 84 78 76 72 68 67 60 59 57 0,164 8 113 97 89 87 83 78 77 69 67 66 0,048 0.138 6 90 77 71 70 67 63 61 55 54 53 (18 gage) 0.161 7 100 85 79 77 74 69 68 61 60 58 0.164 8 114 98 90 89 84 79 78 70 69 67 0.138 6 92 79 73 72 68 64 63 57 56 54 20 (16 gage) 0.151 7 101 87 81 79 75 71 70 63 61 60 0,164 8 116 100 92 90 86 81 79 71 70 68 0.177 9 136 116 107 105 100 94 93 83 82 79 0.190 10 146 125 116 114 108 102 100 90 88 86 0,075 0.138 6 95 82 76 75 71 67 66 59 58 57 (14 gage) 0,151 7 105 90 84 82 78 74 72 65 64 62 0,164 8 119 103 95 93 89 84 82 74 73 71 0,177 9 139 119 110 108 103 97 95 86 84 82 0,190 10 150 128 119 117 111 105 103 92 91 88 0,216 12 186 159 147 145 138 130 127 114 112 109 0,242 14 204 175 162 158 161 142 139 126 123 120 0.105 0,138 6 104 90 84 82 79 74 73 66 65 63 (12 gage) 0,151 7 114 99 92 90 86 81 80 72 71 69 0,164 8 129 111 103 102 97 92 90 81 80 77 0,177 9 148 128 119 116 111 105 103 93 91 89 0.190 10 160 138 128 125 120 113 111 100 98 96 0.216 12 196 168 156 153 146 138 135 122 120 116 0.2421 14 213 183 170 167 159 150 147 132 130 126 0.120 0.138 6 110 95 89 87 83 79 77 70 68 67 (11 gage) 0.151 7 120 104 97 95 91 86 84 76 75 73 0.164 8 135 117 109 107 102 96 94 85 84 82 0.177 9 154 133 124 121 116 110 107 97 95 93 0.190 10 166 144 133 131 125 118 116 104 103 100 0,216 12 202 174 162 159 152 143 140 126 124 121 0,242 14 219 189 175 172 164 155 152 137 134 131 0,134 0,138 6 116 100 93 92 88 83 81 73 72 70 (10 gage) 0.151 7 126 110 102 100 96 91 89 80 79 77 0.164 8 141 122 114 112 107 101 99 89 88 86 0.177 9 160 139 129 127 121 114 112 101 100 97 0,190 10 173 149 139 136 130 123 121 109 107 104 0.216 12 209 180 167 164 157 148 145 131 129 126 0,242 14 226 195 181 177 169 160 157 141 139 135 0.179 0.138 6 126 107 99 97 92 86 84 76 74 72 (7 gage) 0.151 7 139 118 109 107 102 95 93 84 82 80 0,164 8 160 136 126 123 117 110 108 96 95 92 0A 77 9 184 160 148 145 138 129 127 113 111 108 0,190 10 198 172 159 156 149 140 137 122 120 117 0,216 12 234 203 189 186 178 168 165 149 146 143 0,2421 14 261 217 202 198 190 179 176 159 156 152 0.239 0,138 6 126 107 99 97 92 86 84 76 74 72 (3 gage) 0,151 7 139 118 109 107 102 95 93 84 82 80 0,164 8 160 136 126 123 117 110 108 96 95 92 0.177 9 188 160 148 145 138 129 127 113 111 108 0.190 10 204 173 159 156 149 140 137 122 120 117 0.216 12 256 218 201 197 187 176 172 154 151 147 0.242 14 283 241 222 217 207 194 190 170 167 162 1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2. Tabulated lateral design values (Z) are for rolled thread wood screws (see Appendix L) inserted in side grain with screw axis perpendicular to wood fibers: minimum screw penetration, p. into the main member equal to IOD; dowel bearing strength (F,.) of 61.850 psi 1'orASTM A 053. Grade 33 steel and screw bending yield strengths (FYI,): F,+ = 100.000 psi For 0,099" 5 Ds'; 0,142". FYt, = 90.000 psi for 0,142" < D 5 0,177": Frt, = 80.000 psi for 0,177" < D 5 0,236". Fy, = 70,000 psi for 0.236" < D < 0.273" 3. When 61D5 p < 1013, tabulated lateral design values (Z) shall be multiplied by p/10D. Job No: 21-0835 40 of 40 AMERICAN WOOD COUNCIL �-1298 N 95TH Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Donal, FL 33122 Phone: (305) 599-8133 info@easterneg.com www.easterneg.com 1298 NE 95TH ST FL 33147 MISC. SHOO'' ZI 111 ill 1111 1 SHEET DESCRIPTION MIAMI9 QUM Flylly =11 X SD-0.0 COVER PAGE SD-0.1 GENERAL NOTES SD-0.2 GENERAL NOTES SD-1.0 FIRST FLOOR KEY PLAN SD-1.1 SECOND FLOOR KEY PLAN SD-1.2 ROOF KEY PLAN SD-2.0 EXTERIOR GLASS RAILING ELEVATION, SECTION & DETAILS SD-2.1 INTERIOR GLASS RAILING ELEVATION, SECTION & DETAIL SD-3.0 GLASS RAILING AT STAIR PLAN VIEW & ELEVATION SD-3.1 SECTION & DETAILS SD-4.0 GLASS WALL W/ GLASS DOOR ELEVATION SD-4.1 GLASS WALL SECTION & DETAILS RO1ECT NAME: 1298 NE 95TH ST IJOB No: 21-0835 IVERSION: 05 IDATE: 3/15/22 LDCATION:1298 NE 95TH ST MIAMI, FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ N. DESCRIPTION I DATE I APP'O COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROMOITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE } UC/11 DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. G ••\_\CENSF' No 60734 �J STATE OF • LC/ 3115/2022 A ; ZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME: COVER PAGE e+ e •U 0 e algi 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2020. 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. 4. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 5. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS 18. EASTERN ENGINEERING GROUP HAS GENERATED THESE STRUCTURAL SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA BUILDING CODES. 19. EASTERN ENGINEERING GROUP SHALL NOT BE LEGALLY RESPONSIBLE FOR THE STRUCTURAL DESIGN OF ANY COMPONENT AND/OR PRODUCT USED IN OUR PROJECTS WHICH HAS BEEN PREVIOUSLY GRANTED A PATENT OR COPYRIGHT. THE CONFIRMATION OF INTELLECTUAL PROPERTY OWNERSHIP IS BEYOND OUR SCOPE AS STRUCTURAL ENGINEERS AND SHALL BE THE SOLE RESPONSIBILITY OF OUR CLIENT. 20. EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR BUILDING COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING OR CFRTIFIFD PROFFS-MNAI FNGINFFR SHAI I VERIFY THE STRl1CTllRF FOR S11CH I OADINGS- OBTAINED. 21. STRUCTURAL ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY 6. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. Eastern COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 22. FLORIDA BUILDING CODE, 2020 EDITION LOADS:A—amorhal.Engineering Group 7. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. tE 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 RAILING: Phone : (305) 599-8133 info@eastemeg.com 8. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE P=CONCENTRATED LOAD OF 200 # IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER. .,aasterneg.com PROJECT NAME: SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. W= DISTRIBUTED LOAD OF 50 PLF AT TOP MEMBER 1298 NE 95TH ST 9. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, WIND LOAD AS PER ASCE 7-16 KD=0.85, CATEGORY 2 ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT JOB No: 21-0835 VERSION: 05 DATE: 3/15/22 PROPERTIES. LOCATION:1298 NE 95TH ST MIAMI, FL 33147 WIND VELOCITY AS PER ASCE 7-16 GI IFNT• GI ASS AND MIRROR DESIGNS 10. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. 11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 12. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 13. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 14. CONTRACTOR TO VERIFY THE LOCATION OF ANY EXISTING UTILITY LINE AND IMPROVEMENTS, AND SHALL BE RESPONSIBLE FOR REPAIRS FOR ANY DAMAGE AS A RESULT OF THE WORK. 15. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. 16. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 17. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. MIAMI-DADE CATEGORY 2------------- 175 mph 23. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING OR FLORIDA PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. THIS SHOP DRAWINGS DOES NOT COVER THE EXISTING STRUCTURE. 24. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. 25. ALL DIMENSIONS TO BE SITE VERIFIED. 26. STAIRWAYS SHALL HAVE A HEADROOM CLEARANCE OF NOT LESS THAN 80 INCHES MEASURED VERTICALLY FROM A LINE CONNECTING THE EDGE OF THE NOSINGS. SUCH HEADROOM SHALL BE CONTINUOUS ABOVE THE STAIRWAY TO THE POINT WHERE THE LINE INTERSECTS THE LANDING BELOW, ONE TREAD DEPTH BEYOND THE BOTTOM RISER. THE MINIMUM CLEARANCE SHALL BE MAINTAINED THE FULL WIDTH OF THE STAIRWAY AND LANDING. G.C. SHALL VERIFY HEADROOM REQUIREMENTS AS SHOWN BELOW. CONTACT A.O.R. OR E.O.R IN CASE EXIST. COND. DO NOT COMPLY WITH THIS REQUIREMENTS. 27. SHOP DRAWINGS MUST BE REVIEWED AND APPROVED BY FOR AND AOR PRIOR TO FABRICATION 28. CONTRACTOR SHALL FIELD VERIFY (BY X-RAY) LOCATION OF EXISTING CABLES INTO EXISTING CONCRETE SLAB PRIOR INSTALLATION (IF APPLICABLE) PM: GONZALO A. PAZ I DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. ICHECKED BY: GONZALO A. PAZ N., I DESCRIPTION I DATE I APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ALOA; p .•��CENSF••q� No 60734 STATE OF 5.••OR�•. C7`� .� 31151 22 '01�� S/ONA' ' %%N GONZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME GENERAL NOTES 1. ALUMINUM SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: TYPE Fb Fb WELDED Fv Fv WELDED 6063-T5(TUBES & SHAPES) 9.5 KSI 4.8 KSI 5.5 KSI 2.8 KSI 6063-T5(ROUND& OVAL) 11.5 KSI 5.5 KSI 5.5 KSI 2.8 KSI 6063-T6(TUBES & SHAPES) 15.0 KSI 4.8 KSI 8.5 KS 2.8 KSI 6063-T6(ROUND & OVAL) 18.0 KSI 5.5 KSI 8.5 KSI 2.8 KSI 6005-T5(TUBES & SHAPES) 19.0 KSI 8.0 KSI 12.0 KSI 4.5 KSI 6005-T5(ROUND & OVAL) 24.0 KSI 9.0 KSI 12.0 KSI 4.5 KSI 6061-T6(TUBES & SHAPES) 19.0 KSI 9.0 KSI 12.0 KSI 5.0 KSI 6061-T6(ROUND & OVAL) 24.0 KSI 10.5 KSI 12.0 KSI 5.0 KSI 2. WELDING: ALUMINUM ALLOY 5356, CLEANING: SSPC-SP2 "HAND TOOL CLEANING". 3. PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI -RESISTANT COATINGS, SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR WATER -WHITE MEfHACRYLATE LACQUER. 4. ISOLATE DISSIMILAR MATERIALS WITH ALKALI -RESISTANT COATINGS, SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER. GLASS 1. ALL GLASS IN THIS PROJECT WILL BE SAFETY GLASS ACCORDING TO FBC 2020- SECTION 2407.1 2. LAMINATED GLASS 9/16. COMPOSED OF (2) 1/4" FULLY TEMPERED GLASS WITH 0.060 SENTRY GLASS PLUS INTERLAYER FILM. 3. LAMINATED GLASS 3/4 NOMINAL. COMPOSED OF (2) 3/8" FULLY TEMPERED GLASS WITH 0.060 SENTRY GLASS PLUS INTERLAYER FILM. 3. FULLY TEMPERED GLASS AND LAMINATED GLASS SHALL COMPLY WITH CATEGORY II OF CPSC 16 CFR 1201 OR CLASS A OF ANSI Z97.1, LISTED IN CHAPTER 35.ANSI Z97.1. a Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com -easterneg.com PROJECT NAME: 1298 NE 95TH ST I JOB No: 21-0835 IVERSION: 05 DATE: 3/15/22 LOCATION:1298 NE 95TH ST MIAMI, FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. I DESCRIPTION I DATE I APP-D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ♦`♦`O ALO A' A 4%, `� C� .•��CENSF' q� �� No 60734 • F STATE OF �(/�� ks 43/1502,2 // /ONA' �: GONZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 GENERALNOTES SCALE: 1 /8"=1'-0" SCOPE OF WORK: EXTERIOR GLASS RAILING - - SEE A/SD-2.0 SCOPE OF WORK: EXTERIOR GLASS RAILING AT STAIR SEE A/SD-3.0 Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Dural, FL 33122 Phone: (305) 599-8133 info@eastemeg.com www easterne cum SWIMMING POOL (}Q2 Ili j I I j g. PROJECT NAME: 1298 NE 95TH ST JOB No: 21-0835 VERSION: 05 DATE: 3/15/22 LOCAilON:1298 NE 95TH ST MIAMI, FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. ICHECKED BY: GONZALO A. PAZ No, DESCRIPTION GATE P. 3)m ---j-----. COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. .............. - THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. A O j ..... i No 60734 =-13: � -P : 44/ Z • STATE OF SCOPE OF WORK:SS O ��'• 0RIOP; •G\ �� ' • •'' �� `` ��NAi EXTERIOR GLASS RAILING 311 022 SEE A/SD-2.0 GONZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME FIRST FLOOR KEY PLAN SD-1.0 COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY � .... ";-�•.��! Y ,... .... __- __. 8 � OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. Rr— — — — THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE I` = c— — — ..... DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED �— — ....... FAMILY I2Ctl5M —. .._ _ ! SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. . O Ei . r F 60 _ No 734 - �. t i 1 it :. n; r :......_ ;— _IL 11-_il I€ 111, 11 Yl 'I,I..:..: I .............. .. . ��- ;• 441 7 ME _1I IL._ LLgqg STATE OF _ .... _ -- —F _..._..----_........ .......... ......_..._....................__................. ..... < ��. r ..... — 1 �� • �ORIOP G\ I � IFS —': -- L-o 4 022 i S DNA <' r �r 311 2 ...... _..... __ SCOPE OF WORK: T............__...__........_._.. __......_.._...._................-.----.---.._...._.....__...............................................:_.-=_..............._................._......_-.---..__.......... _-_........_....---I _ _ _ _... _ EXTERIOR GLASS RAILING GO Z 'O A. PAZ, PE. (Lic No-60734) SEE A/SD-2.0 CERTIFICATE OF AUTHORIZATION No. 26655 A SECOND FLOOR KEY PLAN SHEET NAME SECOND FLOOR KEY PLAN SD-1.1 SCALE: 1/8"=1'-0" SD-1.1 okEastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com —easterneg.com 'ROJECT NAME: 1298 NE 95TH ST JOB No: 21-0835 VERSION: 05 DATE: 3/15/22 _OCATION:1298 NE 95TH ST MIAMI. FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. ICHECKED BY: GONZALO A. PAZ No. I DESCRIPTION I DATE I APPO f ....... ...... ........................ \7 ' y __.._.— :� • T •, —... ( .-- I ...............,�`a..... ..__.................... _- ........ ..... ..... .. ._... L1 e....... _ ....__. _ . I ......_........_. I i..................._ ..... ... I \•= y L SCOPE OF WORK: I COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED E EXTERIOR GLASS RAILING SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. SEE A/SD-2.0 I sLc; c , _.� 7. RAIN V ��! 0• • ....... '� ••. ��' -\GENSF — — — — — — — — — — — — No 60734 \ ! / s` / \ IlirI y'f as T %d' -8 M 4/' �(/ — _................. ........ .......... _..---. -- ....... ..... .. ............................................... _ ._. _ O ST O ATE F --... ......- — — S�/ONq� .. ......... ._.................. _.......... _..... ----- ....... _. .......... ---------............ .. .... —_ 1, NN 3115 022 i GON ALO A PAZ PE (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 M A i SHEET NAME rA-'� ROOF KEY PLAN ROOF KEY PLAN J12 SCALE: 1 /8"=1'-0" SD-1.2 k.111 d OR GL A% RAILING w/ BASE SHOE ELEV. 34>r rB-" BASE SHOE J2O SCALE: 6"=1'-O" SCALE: 3/4"=1'-O" 3" T m N C DRMN BLOCK SD-2.0 SCALE: 6"=1'-0" LEGEND: 1. 3/4" FULLY TEMPERED LAMINATED GLASS, SEE GLASS NOTES FOR SPECS. 2. ALUMINUM BASE SHOE TOP CONNECTED ALLOY 6063-T5 FOR 3/4" GLASS THICKNESS BY CRL, SEE DETAIL B/SD-2.0 3. 01/2" THREADED ROD W/ G5 EPDXY ADHESIVE BY RED HEAD W/ 4 1/2" EMBEDMENT, 3.0" MIN. EDGE DISTANCE & 6.0" O.0 SPACING 4. ALUMINUM DRAIN BLOCK ® EACH ANCHOR LOCATION (1 PER BOLT), SEE C/SD-2.0 � _4- UUNUKLIL Si Ab BY S.E.O.R. a TOP RUBBER GASKET FOR GLASS RAILING 2 Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com www.easterneg.com PROJECT NAME 1298 NE 95TH ST IJOB No: 21-0835 (VERSION: 05 IDATE: 3/15/22 LOCATION: 1298 NE 95TH ST MIAMI, FL 33147 PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. I DESCRIPTION IDATE APPD COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN TAPER LOCK THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. %N`LO'I F.F. �� G '•��cENSF•'9� 'i 3 .,JNCRETE SLAB BY S.E.O.R. K"-1 SECTION MR) J2O SCALE: 1 1/2"=1'-O" No 60734 �� •• STATE OF •�(/�� <ORIOP •G�� 311 0022 � S/ONA' GONZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 2665' SHEET NAME -- EXTERIOR GLASS RAILING ELEVATION, SECTION & DETAILS U.0 (IYH) OR GLA% RAILING W/ BASE SHOE ELEVATION f` 3" K'B--"' BASE SHOE SD-2.1 SCALE: 6"=1'—O" SCALE: 3/4"=1'—O" W CONCRETE SLAB BY S.E.O.R. TOP RUBBER GASKET FOR GLASS RAILING TAPER LOCK F.F. 15 CONCRETE SLAB BY S.E.O.R. rf" SEC, nON (TYR) SD-2.1 SCALE: 1 1/2"=1'—O" LEGEND: 10. ALUMINUM BASE SHOE TOP CONNECTED ALLOY 6063—T5 FOR 9/16" GLASS THICKNESS BY CRL, SEE DETAIL B/SD-2.1 11. 9/16" FULLY TEMPERED LAMINATED GLASS, SEE GLASS NOTES FOR SPECS. 15. 01/2" THREADED ROD W/ G5 EPDXY ADHESIVE BY RED HEAD W/ 4 1/2" EMBEDMENT, 3.0" MIN. EDGE DISTANCE & 12" O.0 SPACING 0 Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com —.easterneg.com PROJECT NAME: 1298 NE 95TH ST IJOB No: 21-0835 IVERSION: 05 IDATE: 3/15/22 LOCATION: 1298 NE 95TH ST MIAMI, FL 33147 PM: GONZALO A. PAZ I DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. I DESCRIPTION IDATE APP'0 COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. O�ALO q• p �,�� `� G .•0CENgF' i No 60734 _ fir• * •* STATE OF •• �C/ �o��••: �OR0O ' •G\�� 3115/ 22 '0NA' �\�� GONZALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME INTERIOR GLASS RAILING ELEVATION, SECTION & DETAIL U L I 5. 'TEMPERED GLASS, SEE GLASS SPECS. BASE SHOE TOP 1 ALLOY 6063-T5 GLASS THICKNESS =E DETAIL B/SD-2.0 :ADED ROD W/ G5 ESIVE BY RED HEAD EMBEDMENT, 3.0" MIN. EDGE DISTANCE & 6.0" O.0 SPACING CAP RAIL GRL10 BY CRL, SEE B/SD-3.1 SCALE: 1 /2"=V-0" crr A /cn n n f l3 ULASS KAlL1NU Al' S l'AlK EL VAHON SD-3.0 SCALE: 1/2"=1'-0" Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com w .easterneg.com ROJECT NAME: 1298 NE 95TH ST IJOB No: 21-0835 IVERSION: 05 IDATE: 3/15/2Z LOG11'ION: 1298 NE 95TH ST MIAMI, FL 33147 AND MIRROR DESIGNS PM: GONZALO A. PAZ I DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. ICHECKED BY: GONZALO A. PAZ No, DESCRIPTION DATE APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ``��1111111j�'' O�ALO C� .•0GENgF• i No 60734 ='0: _ •• STATE OF • �(/� 3115 022 /lO N A ; "e ` 11111 GON ALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET WE - GLASS RAILING AT STAIR PLAN VIEW & ELEVATION SD-3.0 LEGEND: 1. 3/4" FULLY TEMPERED LAMINATED GLASS, SEE GLASS NOTES FOR SPECS. 2. ALUMINUM BASE SHOE TOP CONNECTED ALLOY 6063—T5 FOR 3/4" GLASS THICKNESS BY CRL, SEE DETAIL B/SD-2.0 3. 01/2" THREADED ROD W/ G5 EPDXY ADHESIVE BY RED HEAD W/ 4 1/2" EMBEDMENT, 3.0" MIN. EDGE DISTANCE & 6.0" O.0 SPACING 4. ALUMINUM DRAIN BLOCK ® EACH ANCHOR LOCATION (1 PER BOLT), SEE C/SD-2.0 5. CAP RAIL GRL10 BY CRL, SEE B/SD-3.1 5 CONIC ST BY S. E.0 TOP RUBBER GASKET FOR GLASS RAILING 2 TAPER LOCK F.F. 3 UJNCRETE STAIR BY S.E.O.R. rl-- SECTION MR) SD-3.1 SCALE: 1 1 /2"=1 '—O" A DETAIL ".) SD-3.1 SCALE: 1 1/2"=1'—O" 5 B DETA L (7'YP.) SD-3.1 SCALE: 6"=1'—O" 2 3 4 Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Dora], FL 33122 Phone: (305) 599-8133 info@eastemeg.conn —easterneg.wrn ROJECT NAME: 1298 NE 95TH ST IJOB No: 2835 IVERSION: 05 IDATE: 3/15/22 LOCATION: 1298 1-0NE 95TH ST MIAMI. FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ I DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. DESCRIPTION DATE APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. `� G .•�\GENSF••9� No 60734 �� •• STATE OF •�(/44/� S 311512 2 11111 GON ALO A. PAZ, PE. (Lic No-60734) I CERTIFICATE OF AUTHORIZATION No. 26655 1 SECTION & DETAILS LEGEND: 12. 1/2" FULLY TEMPERED LAMINATED GLASS, SEE GLASS NOTES 6. 1/2" THK. CLEAR TEMPERED GLASS CAT II. FOR SPECS. 7. U1"X1-1/2"X1/8" CONTINUOUS ALUMINUM TOP CHANNEL BY 13. U1"X1"X1/8" CONTINUOUS ALUMINUM BOTTOM CHANNEL BY C.R. C.R. LAURENCE (NO. WUISASL) ALLOY 6063—T5 LAURENCE (NO. WL13BASL) ALLOY 6063—T5. 8. No10 WOOD SCREW X 2" LONG. 14. 01/4" TAPCON BY READ HEAD W/ 2" EMBEDMENT & 8" MAX. 9. C.R. LAURENCE POLISHED STAINLESS HYDRAULIC PATCH FITTING SPACING WITH 2-9/16" SETBACK PIVOT HINGE, TO RESIST 300# D1-4> 6--4 '-0" J, 3'-0" MAX DOOR W. I, r 11 4'-0" MAX GLASS W 6 EXISTING WOOD BLOCKING FB=12000PSI NOT PART OF THIS SCOPE OF WORK DOUBLE %" PLYWOOD BY OTHERS 8" O.C. MAX. (TYP.) 8 7 TOP EL 3'-2 — MEZZANINE as ——�---------_---- "v— O.C. — — �-- — c MAX. (TYP.) MAX. (TYP.) _ v A GLk% WALL W/ DOOR ELEVATION MR) SD-4.0 SCALE: 3/4"=1'—O" CONCRETE BEAM BY S.E.O.R. 0 Eastern jEngineering Group / 3401 NVY 82nd Avenue Suite 370 Donal, FL 33122 / Phone: (305) 599-8133 info@eastemeg.com v w v.easterneg.com PROJECT NAME: 1298 NE 95TH ST JOB No: 21-0835 VERSION: OS DATE: 3/1J/22 LOCATION:1298 NE 95TH ST MIAMI, FL 33147 CLIENT: GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ DRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. DESCRIPTION DATE COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ``�. OVA A. A �. c ••��CENSF• No 60734 ' STATE OF •�(/�� ••:c40RIOP; •G�� 3/15/2 22 tl /O NA L E%0' It GON ALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME: GLASS WALL W/ GLASS DOOR ELEVATION 6 OR 12 abw Elrim TOP EL. 3'-2" MEZZANINE u CONCRETE BEAM BY S.E.O.R TOP EL. 0'-0" GROUND LEVEL EXISTING WOOD BLOCKING FB=12000PSI NOT PART OF THIS SCOPE OF WORK DOUBLE %" PLYWOOD BY OTHERS 1 SECTION ".) J41 SCALE: 3/4"=1'-0" LEGEND: 6. 1/2" THK. CLEAR TEMPERED GLASS CAT II. 7. U1"X1-1/2"X1/8" CONTINUOUS ALUMINUM TOP CHANNEL BY C.R. LAURENCE (NO. WUISASL) ALLOY 6063—T5 8. No10 WOOD SCREW X 2" LONG. 12. 1/2" FULLY TEMPERED LAMINATED GLASS, SEE GLASS NOTES FOR SPECS. 13. U1"X1"X1/8" CONTINUOUS ALUMINUM BOTTOM CHANNEL BY C.R. LAURENCE (NO. WU3BASL) ALLOY 6063—T5. 14. 01/4" TAPCON BY READ HEAD W/ 2" EMBEDMENT & 8" MAX. SPACING CONCRETE STAIR BY S.E.O.R. X `J A Iml rA--- DETAIL MR) SD-4.1 SCALE: 6"=1'-0" �7'e - B DETA L SD J41 SCALE: 6"=1'-0" EXISTING WOOD BLOCKING FB=12000PSI NOT PART OF THIS SCOPE OF WORK DOUBLE %" PLYWOOD BY OTHERS 8 7 RUBBER GASKET 1540FA7 ii►a TUBBER BASKET 13 14 ;ONC. BEAM 3Y S.E.O.R. Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Dora], FL 33122 Phone: (305) 599-8133 info@eastemeg.com vJww.easterneg.com PROJECT NAME: 1298 NE 95TH ST JOB No: 21-0835 VERSION: 05 DATE: 3/15/22 LOCATION:1298 NE 95TH ST MIAMI, FL 33147 CLIENT:GLASS AND MIRROR DESIGNS PM: GONZALO A. PAZ IDRAWN BY: R.U.R. & A.P. DESIGNED BY: J.C. CHECKED BY: GONZALO A. PAZ No. I DESCRIPTION IDATE APP'0 COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. `� C� .•��CENSF' q� �� No 60734 ' � � •• STATE OF •• 441 ��•• F<ORIOP •r�)� 3I1512 22 NA GON ALO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME GLASS WALL SECTION & DETAILS SD-4.1