Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Tropical Chevrolet, 05-31-23 UES No 354691 SPECIAL insp rept #028 (structural steel connections @ exp. bldg.) - GDZ
Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 1 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute Client: Lebolo Construction Management, Inc. 2100 Corporate Drive Boynton Beach, FL 33426 Project: Tropical Chevrolet Renovation/Expansion 8880 Biscayne Blvd. Miami Shores, FL 33138 Agent: Gaetano Di Zio, E.I. Date of Services: 05/31/2023 Village of Miami Shores Building Permit No: CC-12-20-2951 (issued date 11/07/22, expires 05/08/23) Scope of Field Services: Professional observation of completed structural elements (Special Inspector). Reference Documents: • JSG structural drawings sheets S1.0 thru S4.2 (15 pages), Bulleting 7 dated 07/21/2022, signed/sealed by Mark Johnson FL-PE#51983, reviewed/approved for structural compliance by the Village of Miami Shores Bldg. Dept. on 08/22, (permit set review by the Miami-Dade County Department of Regulatory and Economic Resources on 05/16/2022). • SUNCOR, Inc. structural steel erection/fabrication shop drawings sheets AB1 thru TP101 (total of 219 pages) dated 04/13/2022 (Rev. A – Issued for Approval) Submittal #051200-5.0 (Structural Steel Shop Drawings), reviewed for compliance (stamped “Reviewed as Noted - Make Corrections”) by JSG on 05/03/2022. • Canam Steel Corporation (CSC) steel metal deck shop drawings sheets DE1.1 thru DE2.1 (total of 3 pages) dated 04/08/2022 (Issued for Approval) Submittal #051200-6.0 (Deck Shop Drawings), reviewed for compliance (stamped “Reviewed as Noted - Make Corrections”) by JSG on 04/15/2022. Record of Field Observations: 1. Visual verification of the structural steel connections at the following locations indicated below: a) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “A” between lines “8” thru “11” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1001, inconclusive on 05/22/23. b) W roof steel girder beams welded/bolted connections to CIP concrete beam embed plates at gridlines B.8x11 and D.3x11 at the service building expansion, as per S1.0, 2/S1.1, S2.2, 1/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/22/23. c) W roof steel beams welded/bolted connections to W roof steel beams/roof steel girder beams between grids “B.8” thru “D.3” and lines “8.7” thru “10.8” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/22/23. d) Continuous perimeter deck bearing angle L4”x4”x1/4” anchored connections (torque verified at 150 ft−lb as per Simpson Strong−Bolt 2 Wedge Anchor required installation torque schedule) to CIP concrete beam along grids “A” and “E.4” between lines “8” thru “11” at the service building expansion, as per S1.0, S1.1/details 2 & 3, S2.2, S3.2, S4.1/details 1 & 4, E1000, E1001 and attached letter submitted by the SEoR, as we addressed on UES Structural Observation Report No. 27 (No.: 354485) dated 05/26/2023, re-inspection inconclusive on 05/31/23: ➢ Expansion anchors were found not to meet the minimum embedment of 4”, as per 3/S1.1 and E1001/Section C−C. ➢ Pending deck bearing angle splice detail. e) Continuous perimeter deck bearing angle L4”x4”x1/4” welded connections to CIP concrete beam embed plates along line “11” between grids “A” and “E.4” at the service building expansion, as per S1.0, S2.2, S3.2, 2/S4.1, E1000 and E1001, inconclusive on 05/22/23. f) Roof opening steel supporting frame welded connections to W roof steel beams for the proposed RTU’s between grids “B.8” thru “C.5” and lines “10.2” thru “10.5” at the service building expansion, as per S1.0, S2.2, A/S4.2, E1000 and E1005, inconclusive on 05/22/23. g) W roof steel girder beams welded/bolted connections to HSS steel columns at gridlines B.8x9, B.8x10, D.3x9 and D.3x10 at the service building expansion, as per S1.0, 1/S1.1, S2.2, E1000 and Column Alignment Detail, inconclusive on 05/24/23. DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 2 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute h) W roof steel beams welded/bolted connections to W roof steel girder beams at gridlines B.8x8 and D.3x8 at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1002, inconclusive on 05/26/23. i) W roof steel girder beams bolted connections to existing wall at gridlines B.8x8 and D.3x8 at the service building expansion, as per S1.0, S2.2, 2/S3.2, 8/S4.1 and attached Girder Bearing at Existing Wall detail SK 04−10−23 submitted by the SEoR, as we addressed on UES Structural Observation Report No. 27 (No.: 354485) dated 05/26/2023, re-inspection inconclusive on 05/31/23: ➢ Loose expansion anchor at existing wall clip at gridline B.8x8. ➢ Missing washer for wall clip bolt to steel girder beam at gridline D.3x8. ➢ Threaded rods were found to be installed (drilled & epoxied) prior to our visual verification. A UES representative did not verify any drilled holes for cleanness, embedment, epoxy application and threaded rods installation. Torque verified at 100 ft−lb as per Hilti HIT HY-100 anchoring adhesive required installation torque schedule, please refer to item 2a below. j) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “E.4” between lines “8” thru “11” at the service building expansion, as per S1.0, S2.2, 1/S3.2, 1/S4.1, E1000, E1001 and attached Section @ Roof Beam Repair detail SK 04−12−23 submitted by the SEoR, preliminary on 05/26/23 – pending reinspection: ➢ Some expansion anchors (@ 4 beams) were found to be loose fitting. Torque verified at 100 ft−lb as per Simpson Strong−Bolt 2 Wedge Anchor required installation torque (in Masonry) schedule. k) Continuous perimeter deck bearing angle L4”x4”x1/4” welded connections to W steel beam along line “8” between grids “A” and “E.4” (expansion joint) at the service building expansion, as per S1.0, S2.2, 3/S4.1 and attached letter submitted by the SEoR, inconclusive on 05/31/23. The structural steel connections at the locations mentioned above were found to be inconclusive/preliminary (item 1j) on 05/22/23, 05/24/23, 05/26/23 and 05/31/23. General Contractor will call for item 1j re-inspection after completion for final compliance verification. Welder’s Qualification Certificates were provided at the time of this inspection, however current continuity paperwork pending for review (Period of Effectiveness). The welder(s) that performed the work was (were) available onsite in order to verify their welder’s qualifications. As per The Structural Welding Code: 6.2.3 Period of Effectiveness 6.2.3.1 Welders and Welding Operators. The welder’s or welding operator’s qualification as specified in this code shall be considered as remaining in effect indefinitely unless: (1) the welder is not engaged in a given process of welding for which the welder or welding operator is qualified for a period exceeding six months, or (2) there is some specific reason to question a welder’s or welding operator’s ability (see 6.25.1). 2. Visual verification of drilled holes for post-installed threaded rods by means of approved anchoring epoxy Hilti HIT-HY 100 at the following locations indicated below: a) Cleanness/depth check (6¾” min. embedment) and epoxy application for ¾” Ø threaded anchor rods into existing CMU wall at gridlines B.8x8 and D.3x8 at the service building expansion, as per attached Girder Bearing at Existing Wall detail SK 04−10−23 submitted by the SEoR, preliminary (pending anchor rods torque verification). Mr. Jim Jenco, Project Superintendent with Lebolo Construction, was notified of the aforementioned visual verification results. Please see adjacent report pages for photographs, miscellaneous field repair details, welder’s certifications and sheet S2.2. DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 3 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute On 05/24/23 DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 4 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute On 05/26/22 DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 5 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 6 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute On 05/31/22 DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 7 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute DRAFT DRAFT DRAFT ConstructionSikacrete® 211 SCC Plus One-component, cementitious, polymer-modified, self consolidating concrete mix with an integral migrating corrosion inhibitor Description Sikacrete 211 SCC Plus is a one-component, self consolidating concrete containing factory blended coarse aggregate. This self consolidating concrete bag is silica fume and polymer modified and also contains a migrating corrosion inhibitor. Where to Use n Full depth repairs. n On grade, above and below grade on concrete. n On horizontal surfaces. n Vertical and overhead surfaces when formed and pumped or poured. n As a structural repair material for parking facilities, industrial plants, walkways, bridges, tunnels, dams, and balconies. n Filler for voids and cavities. Advantages n Self consolidating concrete - excellent placement characteristics. n Polymer-modified. n Integral penetrating corrosion inhibitor. n Silica fume enhanced. n Prepackaged coarse aggregate. Eliminates the need to extend material in the field. Elimi- nates the risk of reactive aggregate. n Can be pumped or poured into forms and gets excellent consolidation without vibrating. Yield Approximately 0.50 ft.3/bag. Actual results on site may vary. Packaging 65 lb. multi-wall bag. Product Data Sheet Edition 2.2.2010 Identification no. Sikacrete 211 SCC Plus Typical Data (Material and curing conditions @ 73°F (23°C) and 50% R.H.) Shelf Life 1 year in original, unopened packaging. Storage Conditions Store dry at 40°-95°F (4°-35°C). Condition material to 65°-75°F (18°-24°C) before using. Initial Spread SCC, 27-33 in. approx. Spread @ 30 min. > 15 in. Application Time 60 minutes Flexural Strength (ASTM C-78) 1 day 500 psi (3.4 MPa) 7 days 750 psi (5.2 MPa) 28 days 1,000 psi (6.9 MPa) Splitting Tensile Strength (ASTM C-496) 7 days 750 psi (5.1 MPa) 28 days 1,000 psi (6.9 MPa) Slant Shear Bond Strength* (ASTM C-882 modified) 1 day 1,000 psi (6.9 MPa) 7 days 1,500 psi (10.3 MPa) 28 days 2,500 psi (17.2 MPa) Direct Tensile Bond (ACI 503) 1 day 250 psi (1.7 MPa) 7 days 300 psi (2.1 MPa) Compressive Strength ( ASTM C-39) 1 day 2,000 psi (13.8 MPa) 7 days 6,000 psi (41.4 MPa) 28 days 7,000 psi (48.3 MPa) Shrinkage (ASTM C-157) 28 days <0.05% Chloride ion permeability (ASTM C-1202) 28 days <650 Coloumbs Freeze Thaw Resistance (ASTM C-666) 300 cycles > 99% Scaling Resistance (ASTM C-672) 50 cycles 2 Sulfate Resistance (ASTM C-1012) Length change after 6 months 0.006 * Mortar scrubbed into substrate. How to Use Surface Preparation Remove all deteriorated concrete, dirt, oil, grease, and all bond-inhibit- ing materials from surface. Be sure repair area is not less than 1 in. in DRAFT ConstructionVisit our website at www.sikaconstruction.com 1-800-933-SIKA NATIONWIDE Regional Information and Sales Centers. For the location of your nearest Sika sales office, contact your regional center. Sika Corporation Sika Canada Inc. Sika Mexicana S.A. de C.V. 201 Polito Avenue 601 Delmar Avenue Carretera Libre Celaya Km. 8.5 Lyndhurst, NJ 07071 Pointe Claire Fracc. Industrial Balvanera Phone: 800-933-7452 Quebec H9R 4A9 Corregidora, Queretaro Fax: 201-933-6225 Phone: 514-697-2610 C.P. 76920 Fax: 514-694-2792 Phone: 52 442 2385800 Fax: 52 442 2250537 KEEP CONTAINER TIGHTLY CLOSED • KEEP OUT OF REACH OF CHILDREN • NOT FOR INTERNAL CONSUMPTION • FOR INDUSTRIAL USE ONLY All information provided by Sika Corporation (“Sika”) concerning Sika products, including but not limited to, any recommendations and advice relating to the application and use of Sika products, is given in good faith based on Sika’s current experience and knowledge of its products when properly stored, handled and applied under normal conditions in accordance with Sika’s instructions. In practice, the differences in materials, substrates, storage and handling condi- tions, actual site conditions and other factors outside of Sika’s control are such that Sika assumes no liability for the provision of such information, advice, recommendations or instructions related to its products, nor shall any legal relationship be created by or arise from the provision of such information, advice, recommendations or instructions related to its products. The user of the Sika product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with the full application of the product(s). Sika reserves the right to change the properties of its products without notice. All sales of Sika product(s) are subject to its current terms and conditions of sale which are available at www.sikacorp.com or by calling 800-933-7452. Prior to each use of any Sika product, the user must always read and follow the warnings and instructions on the product’s most current Technical Data Sheet, product label and Material Safety Data Sheet which are available online at www.sikaconstruction.com or by calling Sika's Technical Service Department at 800-933-7452. Nothing contained in any Sika materials relieves the user of the obligation to read and follow the warnings and instruction for each Sika product as set forth in the current Technical Data Sheet, product label and Material Safety Data Sheet prior to product use. LIMITED WARRANTY: Sika warrants this product for one year from date of installation to be free from manufacturing defects and to meet the technical properties on the current Technical Data Sheet if used as directed within shelf life. User determines suitability of product for intended use and assumes all risks. Buyer’s sole remedy shall be limited to the purchase price or replacement of product exclusive of labor or cost of labor. NO OTHER WARRANTIES ExPRESS OR IMPLIED SHALL APPLY INCLUDINg ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. SIKA SHALL NOT BE LIABLE UNDER ANY LEgAL THEORY FOR SPECIAL OR CONSEqUENTIAL DAMAgES. SIKA SHALL NOT BE RESPONSIBLE FOR THE USE OF THIS PRODUCT IN A MANNER TO INFRINgE ON ANY PATENT OR ANY OTHER INTELLECTUAL PROPERTY RIgHTS HELD BY OTHERS. Sika and Sikacrete are registered trademarks. Made in USA. Printed in Canada. depth. Preparation work should be done by high pressure water blast, scabbler, or other appropriate mechanical means to obtain an exposed aggregate surface with a minimum surface profile of ±1/8in. (CSP-7-8). Saturate surface with clean water. Substrate should be saturated surface dry (SSD) with no standing water during application. Reinforcing Steel:Steel reinforcement should be thoroughly prepared by mechanical cleaning to remove all traces of rust. Where corrosion has occurred due to the presence of chlorides, the steel should be high-pressure washed with clean water after mechanical cleaning. For priming and protection of reinforcing steel use Sika Armatec 110 EpoCem (consult Technical Data Sheet). Mixing Start mixing with 5.5 pints of water. An additional 0.5 pint can be added if needed. Do not overwater as excess water will cause segregation. Add Sikacrete 211 while continuing to mix. Mix to a uniform consistency, maximum 3 minutes. Mechanically mix with a low-speed drill (400-600 rpm) and paddle or in appropriate-size mortar mixer or concrete mixer. Application Pre-wet surface to SSD (Saturated Surface Dry). Ensure good intimate contact with the substrate is achieved. To accomplish this, material should be scrubbed into the substrate or other suitable means should be employed such as vibration of the material or pumping under pressure. Vibrate form while pouring or pumping. Pump with a variable pressure pump. Continue pumping until a 3 to 5 psi increase in normal line pressure is evident then STOP pumping. Form should not deflect. Vent to be capped when steady flow is evident, and forms stripped when appropriate. Curing As per ACI recommendations for portland cement concrete, curing is required. Moist cure with wet burlap and polyethylene, a fine mist of water or a water based* compatible curing compound. Curing compounds adversely affect the adhesion of following layers of mortar, leveling mortar or protective coatings. Moist curing should commence immediately after finishing. Protect newly applied material from direct sunlight, wind, rain and frost. . *Pretesting of curing compound is recommended. Limitations n Application thickness: Minimum 1 in. (25 mm); Maximum 8 in. (200 mm) n Minimum ambient and surface temperatures 45°F (7°C) and rising at time of application. n As with all cement based materials, avoid contact with aluminum to prevent adverse chemical reaction and possible product failure. Insulate potential areas of contact by coating aluminum bars, rails, posts etc. with an appropriate epoxy such as Sikadur 32 Hi-Mod. Warning IRRITANT, SENSITIZER. Contains Portland Cement (CAS 65997-15-1), Silica Quartz (CAS: 14808-60-7). Causes eye irritation. May cause skin/respiratory irritation. Prolonged and/or repeated skin contact may cause an allergic reaction/sensitization. May cause de- layed lung damage (silicosis). May be harmful if swallowed. Handling & Storage Avoid direct contact with eyes and skin. Wear chemical resistant gloves/goggles/cloth- ing. Avoid breathing vapors. Use with adequate general and local ventilation. In absence of adequate ventilation, use properly fitted NIOSH approved respirator. Wash thoroughly after handling product. Store in a cool, dry, well ventilated area. Keep containers tightly closed. First Aid Eyes – Hold eyelids apart and flush thoroughly with water for 15 minutes. Skin – Remove contaminated clothing. Wash skin thoroughly for 15 minutes with soap and water. In- halation – Remove to fresh air. Ingestion – Do not induce vomiting. Dilute with water. Contact physician. In all cases contact a physician immediately if symptoms persist. Clean Up Wear chemical resistant gloves/goggles/clothing. In absence of proper ventilation use properly fitted NIOSH respirator. Confine spill, collect using absorbent material and place in properly sealed container. Dispose of excess product in accordance with applicable local, state and federal regulations. DRAFT WQTR No, WPS No. RP-3G -Siirl,c','vT W.:lder Nanre PABLO JESUS ROLC Revision 90 Welder Id RP-3c-S[,,lf.\,rv 1-80:0982.1 n.r+^ 4{/7/rn{a Welder Guralificaiisn Test Record Page 1 of 'l RP.3G-SMAlA/ Variables Reccrci Actual Values Used ln Qualification Process (Table 4.10, item (2)) Sf\4AW Transfer Mode (GMAW): Short-Cir. I Globular X Type Manual 1,{ Machirre I Semi-Auto I Number of Eiectrodes Single .xl Multiple [_-l CurrenuPolanty AC il DCEP E DCEN fl Position (Table 4.10, iteri (5)) 3G Spray n Auto I Pulsed fl Weld Progression: (Table 4,10, item (7)) Up Backing fTable 4.10, Item (8)] Use Backing Down Iixt x nConsunrablo lnse.t (G-I-AW) Material/Spec. ,A36 Thickness (PIate): Groorre irr ) Fillet ( ) Thickness (Pipe/tu!:e): Groove ( Fillet ( Diameter(Pipe): Grccve( )NiA Fillei ( ) l.t/A Notes NOl.iE Filler Nleial il3rrle 'i0, Ite,rr (.i)) Spec. A5,'ilA5.5 Class l!f_3 i:-Nc. F-4 Gas/Flux Type (Tabis 4 Othef hl/A Use lnsert to A1]6 ) ) .5/ C I{/A u4_*__ N/A .10. ltenr ("i)) illa Qualification Rarige SMAW Short-CircLiitittg,--l Manual X fulachine Single X l,4ultiple AC fl DCEP X ilat, Vertical, Horizonial Globular X Spray l tr Semi-Auio I Auto I D DCEI\I il Pulsed i_I Up X Down X With Backing X With Insert I GROUPl Without Backing i-l Without lnsert i .l .]?5 ___ ,t4J 4r4. .12J_ -__ 1A .750 _ UNLII\JIITED 110____ UNLIiVIITED in in in in AI.IY U FJLIi\4II'EI] UNLITVlITED Elx1s,Ei.I.16,?Ii.1B,EXUq1r,i4{19:ril4{.t;_:L E4i5,EIX16,!. IX1qJ:_II]iLijEII]_0:L ts X.{ji,Li! _ F'i io Fli ViSUAL INSPECTIOI.J (4.3.i) .'r;r;4ptableYes GLIIDED BEND TEST iii::STJLTS (4.30.5) Type FACE ROOT Fillet Test Results (4.3A.2.3 arrd 4.30.4.1) Appearance N/A Fillet Size i'lll\.Macroetch N/,4. Fracture Test Root Peneiration N/A Descripiron lnspected By ALBERT l-iERMIDA Test No. 8l'_1c_:9t*4,{ OrganizationCOi,i'ill'JEl.ll-AL iVELDINO li\iSPE11 -i17120.'i3 RADIOGRAPHIC TEST RESuii I il (ri.3o a. i) Film loentrfiiatio,,lio - {"*rI lnierpieted By N/A Ahertoil{Gfi*la Oi'ganization i 'l'est No. RF-3G-SIIA'// I II Date I We, the undersigneci. c:ertifl; tni.i, tlre statements in tiris recorci are coirect arii ',irat the test ivelds were pi"eparrd, weldi:cl, anC tested in accorc.ncewitfl lile requirenrents of secLion 4 of AI.iSi/A\rvS 1i.1, ( l0 )Structural Welding Code-Steel. Manufacturer t-, C; i.j I' i i',1 t l.r'i ; i i . V/ E L D I i.j G I N S P F C 1" I O h,l r.utho'i:cciay /t"i!!!l,f fqllfiqA 9qryi u01o01I Daie 11iil2813 lli:rrt i ryp: _=--iResurt __ h^oo - irAJD i IrilPASS Ir--l- N/A sc1ru faotoota oclE)trP.1rl,2ot5 119J413 ier AWS D1.1 /,O Gartner StudiosDRAFT DRAFT DRAFT DRAFT 17019 PROJECT MEMO STEEL DETAILS RFI #82 05-30-23 160 West Camino Real, Suite 1000 Boca Raton, FL 33432 phone 561-982-8999 www.johnsonstructural.com PROJECT MEMORANDUM To: Mr. Brian Smedley Company: Nudell Architects Date: May 30, 2023 RE Project: Tropical Chevrolet Subject: Structural Steel Misc. Roof Items RFI #82 JSG#: 17019 CC: Mr. Jim Jenco – Lebolo Construction Management Dear Mr. Smedley, The GC asked about three conditions that came up with respect to the installation of the new roof steel by UES, the special inspection company. They are outlined as follows: 1.) Deck Parallel to Wall Detail 3 S1.1 indicates ¾” Expansion Bolt 4” embedment. Suncor used an overall 4¼” Simpson Wedge-All Deck Anchor. Need to know if that is allowable. (attached Product Specifications). This substitution is acceptable to Johnson Structural Group, Inc. 2.) Expansion Joint Detail 3 S4.1 did not indicate a weld for the deck angle. Suncor welded a 3/16” stitch weld 2” long 12” on center. Need to know if that is acceptable. (attached photo) This connection is acceptable to Johnson Structural Group, Inc. 3.) No Detail on drawing for deck angle joint connection. Suncor welded an end-to-end butt weld to connect perimeter deck angle joints. Need to know if that is acceptable. This connection is acceptable to Johnson Structural Group, Inc. Please do not hesitate to contact this office if you have any questions regarding this matter. Sincerely, JOHNSON STRUCTURAL GROUP, INC. Mark Johnson, PE Florida P.E. #51983 President DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.123 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry Wedge-All® Wedge Anchor Wedge-All Anchor The Wedge-All wedge-style expansion anchor is intended for use in solid concrete or grout-filled masonry. This anchor is best suited in installations where a building code approval for seismic and cracked/uncracked concrete is not required. Threaded studs are set by tightening the nut to the specified torque. Features • One-piece, wrap-around clip ensures uniform holding capacity • Threaded end is chamfered for ease of starting nut • Available in a wide range of diameters and lengths Codes: FM 3017082 and 3131136; UL File Ex3605; Multiple DOT listings; Meets the requirements of Federal Specification A-A-1923A, Type 4 Material: Carbon steel or stainless steel (Types 303 / 304; Type 316) Coating: Carbon steel anchors are available zinc plated or mechanically galvanized Installation Do not use an impact wrench to set or tighten anchors. Caution: Oversized holes in the base material will make it difficult to set the anchor and will reduce the anchor’s load capacity. 1. Drill a hole in base material using a carbide drill bit the same diameter as the nominal diameter of the anchor to be installed. Drill the hole to the specified embedment depth, and blow it clean using compressed air. (Overhead installations need not be blown clean.) Alternatively, drill the hole deep enough to accommodate the embedment depth and the dust from drilling. 2. Assemble the anchor with nut and washer so the top of the nut is flush with the top of the anchor. Place the anchor in the fixture, and drive it into the hole until the washer and nut are tight against the fixture. 3. Tighten to the required installation torque. Wedge-All Anchor Installation Data Wedge-All Diameter (in.)1/4 3/8 1/2 5/8 3/4 7⁄8 1 1 1/4 Drill Bit Size (in.)1/4 3/8 1/2 5/8 3/4 7/8 1 1 1/4 Min. Fixture Hole (in.)5/16 7/16 9/16 11/16 7/8 1 1 1/8 1 3/8 Wrench Size (in.)7/16 9/16 3/4 15/16 1 1/8 1 5/16 1 1/2 1 7/8 Length Identification Head Marks on Wedge-All Anchors (corresponds to length of anchor — inches). Mark A B C D E F G H I J K L M N O P Q R S T U V W X Y Z From 1 1/2 2 2 1/2 3 3 1/2 4 4 1/2 5 5 1/2 6 6 1/2 7 7 1/2 8 8 1/2 9 9 1/2 10 11 12 13 14 15 16 17 18 Up To But Not Including 2 2 1/2 3 3 1/2 4 4 1/2 5 5 1/2 6 6 1/2 7 7 1/2 8 8 1/2 9 9 1/2 10 11 12 13 14 15 16 17 18 19 Head Stamp The head is stamped with the length identification letter. Installation Sequence 1 Wedge-All® Wedge Anchor Reviewed and Approved Corrections or comments made on equipment submittals or shop drawings during this review do not relieve the contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, confirming as-built dimensions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. Johnson Structural Group, Inc. Mark Johnson, P.E., SECB Date: 05-30-23 DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.124Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry Wedge-All® Wedge Anchor Wedge-All Anchor Product Data — Carbon Steel: Zinc Plated and Mechanically Galvanized Size (in.) Zinc Plated Model No. Mechanically Galvanized Model No. Drill Bit Dia. (in.) Thread Length (in.) Quantity Box Carton 1/4 x 2 1/4 —WA25214MG 1/4 1 7/16 100 500 1/4 x 3 1/4 —WA25314MG 2 7/16 100 500 3/8 x 2 1/4 WA37214 WA37214MG 3/8 1 1/8 50 250 3/8 x 2 3/4 WA37234 WA37234MG 1 5/8 50 250 3/8 x 3 WA37300 WA37300MG 1 7/8 50 250 3/8 x 3 1/2 WA37312 WA37312MG 2 1/2 50 250 3/8 x 3 3/4 WA37334 WA37334MG 2 5/8 50 250 3/8 x 5 WA37500 WA37500MG 3 7/8 50 200 3/8 x 7 WA37700 WA37700MG 5 7/8 50 200 1/2 x 2 3/4 WA50234 WA50234MG 1/2 1 5/16 25 125 1/2 x 3 3/4 WA50334 WA50334MG 2 5/16 25 125 1/2 x 4 1/4 WA50414 WA50414MG 2 13/16 25 100 1/2 x 5 1/2 WA50512 WA50512MG 4 1/16 25 100 1/2 x 7 WA50700 WA50700MG 4 9/16 25 100 1/2 x 8 1/2 WA50812 WA50812MG 6 25 50 1/2 x 10 WA50100 WA50100MG 6 25 50 1/2 x 12 WA50120 WA50120MG 6 25 50 5/8 x 3 1/2 WA62312 WA62312MG 5/8 1 7/8 20 80 5/8 x 4 1/2 WA62412 WA62412MG 2 7/8 20 80 5/8 x 5 WA62500 WA62500MG 3 3/8 20 80 5/8 x 6 WA62600 WA62600MG 4 3/8 20 80 5/8 x 7 WA62700 WA62700MG 5 3/8 20 80 5/8 x 8 1/2 WA62812 WA62812MG 6 20 40 5/8 x 10 WA62100 WA62100MG 6 10 20 5/8 x 12 WA62120 WA62120MG 6 10 20 3/4 x 4 1/4 WA75414 WA75414MG 3/4 2 3/8 10 40 3/4 x 4 3/4 WA75434 WA75434MG 2 7/8 10 40 3/4 x 5 1/2 WA75512 WA75512MG 3 5/8 10 40 3/4 x 6 1/4 WA75614 WA75614MG 4 3/8 10 40 3/4 x 7 WA75700 WA75700MG 5 1/8 10 40 3/4 x 8 1/2 WA75812 WA75812MG 6 10 20 3/4 x 10 WA75100 WA75100MG 6 10 20 3/4 x 12 WA75120 WA75120MG 6 5 10 7/8 x 6 WA87600 WA87600MG 7/8 2 1/8 5 20 7/8 x 8 WA87800 WA87800MG 2 1/8 5 10 7/8 x 10 WA87100 WA87100MG 2 1/8 5 10 7/8 x 12 WA87120 WA87120MG 2 1/8 5 10 1 x 6 WA16000 WA16000MG 1 2 1/4 5 20 1 x 9 WA19000 WA19000MG 2 1/4 5 10 1 x 12 WA11200 WA11200MG 2 1/4 5 10 1 1/4 x 9 WA12590 —1 1/4 2 3/4 5 10 1 1/4 x 12 WA12512 —2 3/4 5 10 1. The published length is the overall length of the anchor. Allow one anchor diameter for the nut and washer thickness plus the fixture thickness when selecting the minimum length. Material Specifications Carbon Steel — Zinc Plated Component Materials Anchor Body Nut Washer Clip Material meets minimum 70,000 psi tensile strength Carbon Steel ASTM A 563, Grade A Carbon Steel Carbon Steel Material Specifications Carbon Steel — Mechanically Galvanized Component Materials Anchor Body Nut Washer Clip Material meets minimum 70,000 psi tensile strength Carbon Steel ASTM A 563, Grade A Carbon Steel Carbon Steel DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.125 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry Wedge-All® Wedge Anchor Wedge-All Anchor Product Data — Stainless Steel Size (in.) Type 303 / 304 Stainless Model No.2 Type 316 Stainless Model No. Drill Bit Dia. (in.) Thread Length (in.) Quantity Box Carton 3/8 x 2 1/4 WA372144SS WA372146SS 3/8 1 1/8 50 250 3/8 x 2 3/4 WA372344SS WA372346SS 1 5/8 50 250 3/8 x 3 WA373004SS WA373006SS 1 7/8 50 250 3/8 x 3 1/2 WA373124SS WA373126SS 2 1/2 50 250 3/8 x 3 3/4 WA373344SS WA373346SS 2 5/8 50 250 3/8 x 5 WA375004SS WA375006SS 3 7/8 50 200 3/8 x 7 WA377004SS WA377006SS 5 7/8 50 200 1/2 x 2 3/4 WA502344SS WA502346SS 1/2 1 5/16 25 125 1/2 x 3 3/4 WA503344SS WA503346SS 2 5/16 25 125 1/2 x 4 1/4 WA504144SS WA504146SS 2 13/16 25 100 1/2 x 5 1/2 WA505124SS WA505126SS 4 1/16 25 100 1/2 x 7 WA507004SS WA507006SS 5 9/16 25 100 1/2 x 8 1/2 WA508124SS WA508126SS 2 25 50 1/2 x 10 WA50100SS —2 25 50 1/2 x 12 WA50120SS —2 25 50 5/8 x 3 1/2 WA623124SS WA623126SS 5/8 1 7/8 20 80 5/8 x 4 1/2 WA624124SS WA624126SS 2 7/8 20 80 5/8 x 5 WA625004SS WA625006SS 3 3/8 20 80 5/8 x 6 WA626004SS WA626006SS 4 3/8 20 80 5/8 x 7 WA627004SS WA627006SS 5 3/8 20 80 5/8 x 8 1/2 WA628124SS WA628126SS 2 20 40 5/8 x 10 WA62100SS WA621003SS 2 10 20 5/8 x 12 WA62120SS WA621203SS 2 10 20 3/4 x 4 1/4 WA754144SS WA754146SS 3/4 2 3/8 10 40 3/4 x 4 3/4 WA754344SS WA754346SS 2 7/8 10 40 3/4 x 5 1/2 WA755124SS WA755126SS 3 5/8 10 40 3/4 x 6 1/4 WA756144SS WA756146SS 4 3/8 10 40 3/4 x 7 WA757004SS WA757006SS 5 1/8 10 40 3/4 x 8 1/2 WA758124SS WA758126SS 2 1/4 10 20 3/4 x 10 WA75100SS WA751003SS 2 1/4 10 20 3/4 x 12 WA75120SS —2 1/4 5 10 7/8 x 6 WA87600SS — 7/8 2 1/8 5 20 7/8 x 8 WA87800SS WA878003SS 2 1/8 5 10 7/8 x 10 WA87100SS —2 1/8 5 10 7/8 x 12 WA87120SS —2 1/8 5 10 1 x 6 WA16000SS — 1 2 1/4 5 20 1 x 9 WA19000SS WA190003SS 2 1/4 5 10 1 x 12 WA11200SS WA112003SS 2 1/4 5 10 1. The published length is the overall length of the anchor. Allow one anchor diameter for the nut and washer thickness plus the fixture thickness when selecting a length. 2. Anchors with the “SS” suffix in the model number are manufactured from Type 303 stainless steel; the remaining anchors (with the “4SS” suffix) are manufactured from Type 304 stainless steel. Types 303 and 304 stainless steel perform equally well in certain corrosive environments. Material Specifications Type 303 /304 Stainless Steel1 Component Materials Anchor Body Nut Washer Clip Type 303 or 304 stainless steel Type 304 stainless steel Type 304 stainless steel Type 304 or 316 stainless steel 1. Types 303 and 304 stainless steels perform equally well in certain corrosive environments. Larger sizes are manufactured from Type 303. Material Specifications Type 316 Stainless Steel1 Component Materials Anchor Body Nut Washer Clip Type 316 stainless steel Type 316 stainless steel Type 316 stainless steel Type 316 stainless steel 1. Type 316 stainless steel provides the greatest degree of corrosion resistance offered by Simpson Strong-Tie. 1976~Tropicla Chevy Deck angle anchors DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.126Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Carbon-Steel Wedge-All Allowable Tension Loads in Normal-Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Tension Load Install. Torque ft.-lb. (N-m) f'c ≥ 2,000 psi (13.8 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 4,000 psi (27.6 MPa) Concrete Ultimate lb. (kN)Std. Dev. lb. (kN)Allowable lb. (kN)Allowable lb. (kN)Ultimate lb. (kN)Std. Dev. lb. (kN)Allowable lb. (kN) 1/4 (6.4) 1 1⁄8 (29) 2 1/2 (64) 1 5/8 (41) 680 (3.0) 167 (0.7) 170 (0.8) 205 (0.9) 960 (4.3) 233 (1.0) 240 (1.1)8 (10.8)2 1/4 (57) 2 1/2 (64) 3 1⁄8 (79) 1,920 (8.5) 286 (1.3) 480 (2.1) 530 (2.4) 2,320 (10.3) 105 (0.5) 580 (2.6) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 1,560 (6.9) 261 (1.2) 390 (1.7) 555 (2.5) 2,880 (12.8) 588 (2.6) 720 (3.2) 30 (40.7)2 5/8 (67) 3 3/4 (95) 3 5/8 (92) 3,360 (14.9) 464 (2.1) 840 (3.7) 1,100 (4.9) 5,440 (24.2) 553 (2.5) 1,360 (6.0) 3 3/8 (86) 3 3/4 (95) 4 3/4 (121) 3,680 (16.4) 585 (2.6) 920 (4.1) 1,140 (5.1) 5,440 (24.2) 318 (1.4) 1,360 (6.0) 1/2 (12.7) 2 1/4 (57) 5 (127)3 1⁄8 (79) 3,280 (14.6) 871 (3.9) 820 (3.6) 1,070 (4.8) 5,280 (23.5) 849 (3.8) 1,320 (5.9) 60 (81.3)3 3/8 (86) 5 (127)4 3/4 (121) 6,040 (26.9) 654 (2.9) 1,510 (6.7) 1,985 (8.8) 9,840 (43.8) 1,303 (5.8) 2,460 (10.9) 4 1/2 (114) 5 (127)6 1/4 (159) 6,960 (31.0) 839 (3.7) 1,740 (7.7) 2,350 (10.5) 11,840 (52.7) 2,462 (11.0) 2,960 (13.2) 5/8 (15.9) 2 3/4 (70) 6 1/4 (159) 3 7⁄8 (98) 4,520 (20.1) 120 (0.5) 1,130 (5.0) 1,640 (7.3) 8,600 (38.3) 729 (3.2) 2,150 (9.6) 90 (122.0)4 1/2 (114) 6 1/4 (159) 6 1/4 (159) 8,200 (36.5) 612 (2.7) 2,050 (9.1) 2,990 (13.3) 15,720 (69.9) 1,224 (5.4) 3,930 (17.5) 5 1/2 (140) 6 1/4 (159) 7 3/4 (197) 8,200 (36.5) 639 (2.8) 2,050 (9.1) 2,990 (13.3) 15,720 (69.9) 1,116 (5.0) 3,930 (17.5) 3/4 (19.1) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 6,760 (30.1) 1,452 (6.5) 1,690 (7.5) 2,090 (9.3) 9,960 (44.3) 1,324 (5.9) 2,490 (11.1) 150 (203.4) 5 (127)7 1/2 (191) 7 (178) 10,040 (44.7) 544 (2.4) 2,510 (11.2) 3,225 (14.3) 15,760 (70.1) 1,550 (6.9) 3,940 (17.5) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 10,040 (44.7) 1,588 (7.1) 2,510 (11.2) 3,380 (15.0) 17,000 (75.6) 1,668 (7.4) 4,250 (18.9) 7⁄8 (22.2) 3 7⁄8 (98) 8 3/4 (222) 5 3/8 (137) 7,480 (33.3) 821 (3.7) 1,870 (8.3) 2,275 (10.1) 10,720 (47.7) 1,253 (5.6) 2,680 (11.9)200 (271.2)7 7⁄8 (200) 8 3/4 (222) 11 (279) 17,040 (75.8) 1,566 (7.0) 4,260 (18.9) 4,670 (20.8) 20,320 (90.4) 2,401 (10.7) 5,080 (22.6) 1 (25.4) 4 1/2 (114) 10 (254)6 1/4 (159) 11,550 (51.4) 1,830 (8.1) 2,888 (12.8) 2,891 (12.9) 11,760 (52.3) 1,407 (6.3) 2,940 (13.1)225 (305.1)9 (229) 10 (254)12 5/8 (321) 15,570 (69.3) 2,337 (10.4) 3,893 (17.3) 4,766 (21.2) 22,560 (100.4) 1,209 (5.4) 5,640 (25.1) 1 1/4 (31.8) 5 5/8 (143) 12 1/2 (318) 7 7⁄8 (200) 11,370 (50.6) 1,010 (4.5) 2,843 (12.6) 3,743 (16.6) 18,570 (82.6) 469 (2.1) 4,643 (20.7)400 (542.3)9 1/2 (241) 12 1/2 (318) 13 1/4 (337) 15,120 (67.3) 2,438 (10.8) 3,780 (16.8) 6,476 (28.8) 36,690 (163.2) 1,270 (5.6) 9,173 (40.8) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load-adjustment factors for edge distance and spacing on pp. 131 and 133. 3. Drill bit diameter used in base material corresponds to nominal anchor diameter. 4. Allowable loads may be linearly interpolated between concrete strengths listed. 5. The minimum concrete thickness is 1 1/2 times the embedment depth. *IBC 1 DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.127 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Carbon-Steel Wedge-All Allowable Shear Loads in Normal-Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Shear Load Install. Torque ft.-lb. (N-m) f'c ≥ 2,000 psi (13.8 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 4,000 psi (27.6 MPa) Concrete Ultimate lb. (kN) Std. Dev. lb. (kN) Allowable lb. (kN) Allowable lb. (kN) Allowable lb. (kN) 1/4 (6.4) 1 1⁄8 (29) 2 1/2 (64) 1 5/8 (41) 920 (4.1) 47 (0.2) 230 (1.0) 230 (1.0) 230 (1.0)8 (10.8)2 1/4 (57) 2 1/2 (64) 3 1⁄8 (79)— — 230 (1.0) 230 (1.0) 230 (1.0) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 2,280 (10.1) 96 (0.4) 570 (2.5) 570 (2.5) 570 (2.5) 30 (40.7) 2 5/8 (67) 3 3/4 (95) 3 5/8 (92) 4,220 (18.8) 384 (1.7) 1,055 (4.7) 1,055 (4.7) 1,055 (4.7) 3 3/8 (86) 3 3/4 (95) 4 3/4 (121)— — 1,055 (4.7) 1,055 (4.7) 1,055 (4.7) 1/2 (12.7) 2 1/4 (57) 5 (127) 3 1⁄8 (79) 6,560 (29.2) 850 (3.8) 1,345 (6.0) 1,485 (6.6) 1,625 (7.2) 60 (81.3) 3 3/8 (86) 5 (127) 4 3/4 (121) 8,160 (36.3) 880 (3.9) 1,675 (7.5) 1,850 (8.2) 2,020 (9.0) 4 1/2 (114) 5 (127) 6 1/4 (159)— — 1,675 (7.5) 1,850 (8.2) 2,020 (9.0) 5/8 (15.9) 2 3/4 (70) 6 1/4 (159) 3 7⁄8 (98) 8,720 (38.8) 1,699 (7.6) 1,620 (7.2) 1,900 (8.5) 2,180 (9.7) 90 (122.0) 4 1/2 (114) 6 1/4 (159) 6 1/4 (159) 12,570 (55.9) 396 (1.8) 2,330 (10.4) 2,740 (12.2) 3,145 (14.0) 5 1/2 (140) 6 1/4 (159) 7 3/4 (197)— — 2,330 (10.4) 2,740 (12.2) 3,145 (14.0) 3/4 (19.1) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 11,360 (50.5) 792 (3.5) 2,840 (12.6) 2,840 (12.6) 2,840 (12.6) 150 (203.4) 5 (127) 7 1/2 (191) 7 (178) 18,430 (82.0) 1,921 (8.5) 4,610 (20.5) 4,610 (20.5) 4,610 (20.5) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241)— — 4,610 (20.5) 4,610 (20.5) 4,610 (20.5) 7⁄8 (22.2) 3 7⁄8 (98) 8 3/4 (222) 5 3/8 (137) 13,760 (61.2) 2,059 (9.2) 3,440 (15.3) 3,440 (15.3) 3,440 (15.3)200 (271.2)7 7⁄8 (200) 8 3/4 (222) 11 (279) 22,300 (99.2) 477 (2.1) 5,575 (24.8) 5,575 (24.8) 5,575 (24.8) 1 (25.4) 4 1/2 (114) 10 (254) 6 1/4 (159) 22,519 (100.2) 1,156 (5.1) 5,730 (25.5) 5,730 (25.5) 5,730 (25.5)300 (406.7)9 (229) 10 (254) 12 5/8 (321) 25,380 (112.9) 729 (3.2) 6,345 (28.2) 6,345 (28.2) 6,345 (28.2) 1 1/4 (31.8) 5 5/8 (143) 12 1/2 (318) 7 7⁄8 (200) 29,320 (130.4) 2,099 (9.3) 7,330 (32.6) 7,330 (32.6) 7,330 (32.6)400 (542.3)9 1/2 (241) 12 1/2 (318) 13 1/4 (337)— — 7,330 (32.6) 7,330 (32.6) 7,330 (32.6) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load-adjustment factors for spacing and edge distance on pp. 132, 134 and 135. 3. Drill bit diameter used in base material corresponds to nominal anchor diameter. 4. Allowable loads may be linearly interpolated between concrete strengths listed. 5. The minimum concrete thickness is 1 1/2 times the embedment depth. *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.128Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Stainless-Steel Wedge-All Allowable Tension Loads in Normal-Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Allowable Tension Load lb. (kN)Install. Torque ft.-lb. (N-m) f'c ≥ 2,000 psi (13.8 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 4,000 psi (27.6 MPa) Concrete 1/4 (6.4) 1 1⁄8 (29) 2 1/2 (64) 1 5/8 (41) 155 (0.7) 185 (0.8) 215 (1.0)8 (10.8)2 1/4 (57) 2 1/2 (64) 3 1⁄8 (79) 430 (1.9) 475 (2.1) 520 (2.3) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 350 (1.6) 500 (2.2) 650 (2.9) 30 (40.7)2 5/8 (67) 3 3/4 (95) 3 5/8 (92) 755 (3.4) 990 (4.4) 1,225 (5.4) 3 3/8 (86) 3 3/4 (95) 4 3/4 (121) 830 (3.7) 1,025 (4.6) 1,225 (5.4) 1/2 (12.7) 2 1/4 (57) 5 (127)3 1⁄8 (79) 740 (3.3) 965 (4.3) 1,190 (5.3) 60 (81.3)3 3/8 (86) 5 (127)4 3/4 (121) 1,360 (6.0) 1,785 (7.9) 2,215 (9.9) 4 1/2 (114) 5 (127)6 1/4 (159) 1,565 (7.0) 2,115 (9.4) 2,665 (11.9) 5/8 (15.9) 2 3/4 (70) 6 1/4 (159) 3 7⁄8 (98) 1,015 (4.5) 1,475 (6.6) 1,935 (8.6) 90 (122.0)4 1/2 (114) 6 1/4 (159) 6 1/4 (159) 1,845 (8.2) 2,690 (12.0) 3,535 (15.7) 5 1/2 (140) 6 1/4 (159) 7 3/4 (197) 1,845 (8.2) 2,690 (12.0) 3,535 (15.7) 3/4 (19.1) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 1,520 (6.8) 1,880 (8.4) 2,240 (10.0) 150 (203.4) 5 (127)7 1/2 (191) 7 (178) 2,260 (10.1) 2,905 (12.9) 3,545 (15.8) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 2,260 (10.1) 3,040 (13.5) 3,825 (17.0) 7⁄8 (22.2) 3 7⁄8 (98) 8 3/4 (222) 5 3/8 (137) 1,685 (7.5) 2,050 (9.1) 2,410 (10.7)200 (271.2)7 7⁄8 (200) 8 3/4 (222) 11 (279) 3,835 (17.1) 4,205 (18.7) 4,570 (20.3) 1 (25.4) 4 1/2 (114) 10 (254)6 1/4 (159) 2,599 (11.6) 2,621 (11.7) 2,648 (11.8)225 (305.1)9 (229) 10 (254)12 5/8 (321) 3,503 (15.6) 4,290 (19.1) 5,078 (22.6) 1 1/4 (31.8) 5 5/8 (143) 12 1/2 (318) 7 7⁄8 (200) 2,558 (11.4) 3,368 (15.0) 4,178 (18.6)400 (542.3)9 1/2 (241) 12 1/2 (318) 13 1/4 (337) 3,401 (15.1) 5,828 (25.9) 8,254 (36.7) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load-adjustment factors for edge distance and spacing on pp. 131 and 133. 3. Drill bit diameter used in base material corresponds to nominal anchor diameter. 4. Allowable loads may be linearly interpolated between concrete strengths listed. 5. The minimum concrete thickness is 1 1/2 times the embedment depth. *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.129 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Stainless-Steel Wedge-All Allowable Shear Loads in Normal-Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Allowable Shear Load lb. (kN)Install. Torque ft.-lb. (N-m) f'c ≥ 2,000 psi (13.8 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 4,000 psi (27.6 MPa) Concrete 1/4 (6.4) 1 1⁄8 (29) 2 1/2 (64) 1 5/8 (41) 265 (1.2) 265 (1.2) 265 (1.2)8 (10.8)2 1/4 (57) 2 1/2 (64) 3 1⁄8 (79) 265 (1.2) 265 (1.2) 265 (1.2) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 655 (2.9) 655 (2.9) 655 (2.9) 30 (40.7) 2 5/8 (67) 3 3/4 (95) 3 5/8 (92) 1,215 (5.4) 1,215 (5.4) 1,215 (5.4) 3 3/8 (86) 3 3/4 (95) 4 3/4 (121) 1,215 (5.4) 1,215 (5.4) 1,215 (5.4) 1/2 (12.7) 2 1/4 (57) 5 (127) 3 1⁄8 (79) 1,545 (6.9) 1,710 (7.6) 1,870 (8.3) 60 (81.3) 3 3/8 (86) 5 (127) 4 3/4 (121) 1,925 (8.6) 2,130 (9.5) 2,325 (10.3) 4 1/2 (114) 5 (127) 6 1/4 (159) 1,925 (8.6) 2,130 (9.5) 2,325 (10.3) 5/8 (15.9) 2 3/4 (70) 6 1/4 (159) 3 7⁄8 (98) 1,865 (8.3) 2,185 (9.7) 2,505 (11.1) 90 (122.0) 4 1/2 (114) 6 1/4 (159) 6 1/4 (159) 2,680 (11.9) 3,150 (14.0) 3,615 (16.1) 5 1/2 (140) 6 1/4 (159) 7 3/4 (197) 2,680 (11.9) 3,150 (14.0) 3,615 (16.1) 3/4 (19.1) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 3,265 (14.5) 3,265 (14.5) 3,265 (14.5) 150 (203.4) 5 (127) 7 1/2 (191) 7 (178) 5,300 (23.6) 5,300 (23.6) 5,300 (23.6) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 5,300 (23.6) 5,300 (23.6) 5,300 (23.6) 7⁄8 (22.2) 3 7⁄8 (98) 8 3/4 (222) 5 3/8 (137) 3,955 (17.6) 3,955 (17.6) 3,955 (17.6)200 (271.2)7 7⁄8 (200) 8 3/4 (222) 11 (279) 6,410 (28.5) 6,410 (28.5) 6,410 (28.5) 1 (25.4) 4 1/2 (114) 10 (254) 6 1/4 (159) 6,590 (29.3) 6,590 (29.3) 6,590 (29.3)300 (406.7)9 (229) 10 (254) 12 5/8 (321) 7,295 (32.4) 7,295 (32.4) 7,295 (32.4) 1 1/4 (31.8) 5 5/8 (143) 12 1/2 (318) 7 7⁄8 (200) 8,430 (37.5) 8,430 (37.5) 8,430 (37.5)400 (542.3)9 1/2 (241) 12 1/2 (318) 13 1/4 (337) 8,430 (37.5) 8,430 (37.5) 8,430 (37.5) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load-adjustment factors for spacing and edge distance on pp. 131–132 and 134. 3. Drill bit diameter used in base material corresponds to nominal anchor diameter. 4. Allowable loads may be linearly interpolated between concrete strengths listed. 5. The minimum concrete thickness is 1 1/2 times the embedment depth. *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.130Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Carbon-Steel Wedge-All Allowable Tension and Shear Loads in Grout-Filled CMU Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical End Dist. in. (mm) Critical Spacing in. (mm) 8" Grout-Filled CMU Allowable Load Based on CMU Strength Install. Torque ft.-lb. (N-m) Tension Load Shear Load Ultimate lb. (kN) Std. Dev. lb. (kN) Allow. lb. (kN) Ultimate lb. (kN) Std. Dev. lb. (kN) Allow. lb. (kN) Anchor Installed on the Face of the CMU Wall at Least 1 1/4 inch Away from Head Joint (See Figure) 3/8 (9.5) 2 5/8 (67) 10 1/2 (267) 10 1/2 (267) 10 1/2 (267) 1,700 (7.6) 129 (0.6) 340 (1.5) 3,360 (14.9) 223 (1.0) 670 (3.0) 30 (40.7) 1/2 (12.7) 3 1/2 (89) 14 (356) 14 (356) 14 (356) 2,120 (9.4) 129 (0.6) 425 (1.9) 5,360 (23.8) 617 (2.7) 1,070 (4.8) 35 (47.4) 5/8 (15.9) 4 3/8 (111) 17 1/2 (445) 17 1/2 (445) 17 1/2 (445) 3,120 (13.9) 342 (1.5) 625 (2.8) 8,180 (36.4) 513 (2.3) 1,635 (7.3) 55 (74.5) 3/4 (19.1) 5 1/4 (133) 21 (533) 21 (533) 21 (533) 4,320 (19.2) 248 (1.1) 865 (3.8) 10,160 (45.2) 801 (3.6) 2,030 (9.0) 120 (162.6) Wedge-All® Design Information — Concrete and Masonry Carbon-Steel Wedge-All Allowable Tension Loads in Sand-Lightweight Concrete over Steel Deck Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Tension Load (Install in Concrete) Tension Load (Install Through Steel Deck) Install. Torque ft.-lb. (N-m) f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete Ultimate lb. (kN) Std. Dev. lb. (kN) Allow. lb. (kN) Ultimate lb. (kN) Std. Dev. lb. (kN) Allow. lb. (kN) 1/4 (6.4) 1 1/2 (38) 3 3/8 (86) 2 3/4 (70)— — — 1,440 (6.4) 167 (0.7) 360 (1.6)— 1/2 (12.7) 2 1/4 (57) 6 3/4 (171) 4 1⁄8 (105) 3,880 (17.3) 228 (1.0) 970 (4.3) 3,860 (17.2) 564 (2.5) 965 (4.3) 60 (81.3) 5/8 (15.9) 2 3/4 (70) 8 3/8 (213) 5 (127) 5,920 (26.3) 239 (1.1) 1,480 (6.6) 5,220 (23.2) 370 (1.6) 1,305 (5.8) 90 (122.0) 3/4 (19.1) 3 3/8 (>86) 10 (254)6 1⁄8 (156) 7,140 (31.8) 537 (2.4) 1,785 (7.9) 6,600 (29.4) 903 (4.0) 1,650 (7.3) 150 (203.4) See footnotes 1–7 below.Upper flute3" Min.20-gaugesteel deck Wedge-All anchor Wedge-All anchor 4½"7½" Min. 4½" 6¼" Lightweight Concrete on Steel Deck Installations in this area forfull allowable load capacity Installation in this area for reduced allowable load capacity 4" minimum end distance Critical end distance(see load table) No installation within 1¼" of head joint 4" minimum edge distance Critical edge distance(see load table) Shaded area = Placement for Full and Reduced Allowable Load Capacity in Grout-Filled CMU *IBC *IBC 1. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. 2. Listed loads may be applied to installations on the face of the CMU wall at least 1 1/4" away from headjoints. 3. Values for 8"-wide concrete masonry units (CMU) with a minimum specified compressive strength of masonry, f’m, at 28 days is 1,500 psi. 4. Embedment depth is measured from the outside face of the concrete masonry unit. 5. Drill bit diameter used in base material corresponds to nominal anchor diameter. 6. Tension and shear loads for the Wedge-All anchor may be combined using the parabolic interaction equation (n = 5/3). 7. Refer to allowable load-adjustment factors for edge distance on p. 135. Carbon-Steel Wedge-All Allowable Shear Loads in Sand-Lightweight Concrete over Steel Deck Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Shear Load (Install in Concrete)Shear Load (Install Through Steel Deck) Install. Torque ft.-lb. (N-m) f'c ≥ 3,000 psi (20.7 MPa) Concrete f'c ≥ 3,000 psi (20.7 MPa) Concrete Ultimate lb. (kN)Std. Dev. lb. (kN)Allow. lb. (kN)Ultimate lb. (kN)Std. Dev. lb. (kN)Allow. lb. (kN) 1/4 (6.4) 1 1/2 (38) 3 3/8 (86) 2 3/4 (70)— — — 1,660 (7.4) 627 (2.8) 415 (1.8)— 1/2 (12.7) 2 1/4 (57) 6 3/4 (171) 4 1⁄8 (105) 5,575 (24.8) 377 (1.7) 1,395 (6.2) 7,260 (32.3) 607 (2.7) 1,815 (8.1) 60 (81.3) 5/8 (15.9) 2 3/4 (70) 8 3/8 (213) 5 (127) 8,900 (39.6) 742 (3.3) 2,225 (9.9) 8,560 (38.1) 114 (0.5) 2,140 (9.5) 90 (122.0) 3/4 (19.1) 3 3/8 (86) 10 (254)6 1⁄8 (156) 10,400 (46.3) 495 (2.2) 2,600 (11.6) 11,040 (49.1) 321 (1.4) 2,760 (12.3) 150 (203.4) *IBC 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load-adjustment factors for edge distance on p. 135. 3. 100% of the allowable load is permitted at critical spacing. Loads at reduced spacing have not been determined. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. The minimum concrete thickness is 1 1/2 times the embedment depth. 6. Steel deck must be minimum 20 gauge. 7. Anchors installed in the bottom flute of the steel deck must have a minimum allowable edge distance of 1 1/2" from the inclined edge of the bottom flute.DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.131 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Edge Distance Tension (fc) Edge Dist. cact (in.) Size 1/4 3/8 1/2 5/8 3/4 7⁄8 1 1 1/4 ccr 2 1/2 3 3/4 5 6 1/4 7 1/2 8 3/4 10 12 1/2 cmin 1 1 1/2 2 2 1/2 3 3 1/2 4 5 fcmin 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 1 0.70 1 1/2 0.80 0.70 2 0.90 0.77 0.70 2 1/2 1.00 0.83 0.75 0.70 3 0.90 0.80 0.74 0.70 3 1/2 0.97 0.85 0.78 0.73 0.70 3 3/4 1.00 0.88 0.80 0.75 0.71 4 0.90 0.82 0.77 0.73 0.70 4 1/2 0.95 0.86 0.80 0.76 0.73 5 1.00 0.90 0.83 0.79 0.75 0.70 5 1/2 0.94 0.87 0.81 0.78 0.72 6 0.98 0.90 0.84 0.80 0.74 6 1/4 1.00 0.92 0.86 0.81 0.75 6 1/2 0.93 0.87 0.83 0.76 7 0.97 0.90 0.85 0.78 7 1/2 1.00 0.93 0.88 0.80 8 0.96 0.90 0.82 8 1/2 0.99 0.93 0.84 8 3/4 1.00 0.94 0.85 10 1.00 0.90 12 1/2 1.00 15 See footnotes below. Edge Distance Shear (fc) (Shear Applied Perpendicular to Edge) Edge Dist. cact (in.) Size 1/4 3/8 1/2 5/8 3/4 7⁄8 1 1 1/4 ccr 2 1/2 3 3/4 5 6 1/4 7 1/2 8 3/4 10 12 1/2 cmin 1 1 1/2 2 2 1/2 3 3 1/2 4 5 fcmin 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 0.30 1. cact = actual edge distance at which anchor is installed (inches). 2. ccr = critical edge distance for 100% load (inches). 3. cmin = minimum edge distance for reduced load (inches). 4. fc = adjustment factor for allowable load at actual edge distance. 5. fccr = adjustment factor for allowable load at critical edge distance. fccr is always = 1.00. 6. fcmin = adjustment factor for allowable load at minimum edge distance. 7. fc = fcmin + [(1 – fcmin) (cact – cmin / (ccr – cmin)]. 1 1/2 0.53 0.30 2 0.77 0.46 0.30 2 1/2 1.00 0.61 0.42 0.30 3 0.77 0.53 0.39 0.30 3 1/2 0.92 0.65 0.49 0.38 0.30 3 3/4 1.00 0.71 0.53 0.42 0.33 4 0.77 0.58 0.46 0.37 0.30 4 1/2 0.88 0.67 0.53 0.43 0.36 5 1.00 0.77 0.61 0.50 0.42 0.30 5 1/2 0.86 0.69 0.57 0.48 0.35 6 0.95 0.77 0.63 0.53 0.39 6 1/4 1.00 0.81 0.67 0.56 0.42 6 1/2 0.84 0.70 0.59 0.44 7 0.92 0.77 0.65 0.49 7 1/2 1.00 0.83 0.71 0.53 8 0.90 0.77 0.58 8 1/2 0.97 0.83 0.63 8 3/4 1.00 0.85 0.65 10 1.00 0.77 12 1/2 1.00 15 Allowable Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-All Anchors in Normal-Weight Concrete: Edge Distance, Tension and Shear Loads Load-Adjustment Factors for Reduced Spacing: Critical spacing is listed in the load tables. No adjustment in load is required when the anchors are spaced at critical spacing. No additional testing has been performed to determine the adjustment factors for spacing dimensions less than those listed in the load tables. How to use these charts: 1. The following tables are for reduced edge distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the edge distance (cact) at which the anchor is to be installed. 4. The load adjustment factor (fc) is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. *IBC *IBC 1 DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.132Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Allowable Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-All Anchors in Normal-Weight Concrete: Edge Distance and Shear Load Applied Parallel to Edge Edge Distance Shear (fc||) (Shear Applied Parallel to Edge with End Distance ≥ EDmin) Edge Dist. cact|| (in.) Size 1/4 3/8 1/2 5/8 3/4 7⁄8 1 1 1/4 E 2 1/4 3 3/8 4 1/2 5 1/2 6 3/4 7 7⁄8 9 9 1/2 EDmin 9 13 1/2 18 22 27 31 1/2 36 38 ccr||2 1/2 3 3/4 5 6 1/4 7 1/2 8 3/4 10 12 1/2 cmin||1 1 1/2 2 2 1/2 3 3 1/2 4 5 fcmin||1.00 0.93 0.70 0.62 0.62 0.62 0.62 0.62 1 1.00 1 1/2 1.00 0.93 2 1.00 0.95 0.70 2 1/2 1.00 0.96 0.75 0.62 3 0.98 0.80 0.67 0.62 3 1/2 0.99 0.85 0.72 0.66 0.62 4 1.00 0.90 0.77 0.70 0.66 0.62 5 1.00 0.87 0.79 0.73 0.68 0.62 6 0.97 0.87 0.80 0.75 0.67 7 1.00 0.96 0.87 0.81 0.72 8 1.00 0.95 0.87 0.77 9 1.00 0.94 0.82 10 1.00 0.87 11 0.92 12 0.97 13 1.00 1. Table is not applicable to anchors with ED < EDmin. Factors from this table may not be combined with load-adjustment factors for shear loads applied perpendicular to edge. 2. cact|| = actual edge distance (measured perpendicular to direction of shear load) at which anchor is installed (inches). 3. ccr|| = critical edge distance (measured perpendicular to direction of shear load) for 100% load (inches). 4. cmin|| = minimum edge distance (measured perpendicular to direction of shear load) for reduced load (inches). 5. ED = actual end distance (measured parallel to direction of shear load) at which anchor is installed (inches). 6. EDmin = minimum edge distance (measured parallel to direction of shear load). 7. fc|| = adjustment factor for allowable load at actual edge distance. 8. fccr|| = adjustment factor for allowable load at critical edge distance. fccr|| is always = 1.00. 9. fcmin|| = adjustment factor for allowable load at minimum edge distance. 10. fc|| = fcmin|| + [(1 – fcmin||) (cact|| – cmin||) / (ccr|| – cmin||)]. How to use these charts: 1. The following tables are for reduced edge distance. 2. Locate the anchor size to be used for a shear load application. 3. Locate the edge distance (cact||) at which the anchor is to be installed. 4. The load adjustment factor (φc||) is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.133 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Spacing Tension (fs) sact (in.) Dia.1/4 3/8 1/2 5/8 E 1 1⁄8 2 1/4 1 3/4 2 5/8 3 3/8 2 1/4 3 3/8 4 1/2 2 3/4 4 1/2 5 1/2 scr 1 5/8 3 1⁄8 2 3/8 3 5/8 4 3/4 3 1⁄8 4 3/4 6 1/4 3 7⁄8 6 1/4 7 3/4 smin 5/8 1 1⁄8 7⁄8 1 3/8 1 3/4 1 1⁄8 1 3/4 2 1/4 1 3/8 2 1/4 2 3/4 fsmin 0.43 0.70 0.43 0.43 0.70 0.43 0.43 0.70 0.43 0.43 0.70 3/4 0.50 1 0.64 0.48 1 1/4 0.79 0.72 0.57 0.47 1 1/2 0.93 0.76 0.67 0.46 0.54 0.46 1 3/4 1.00 0.79 0.76 0.53 0.70 0.61 0.43 0.52 2 0.83 0.86 0.59 0.73 0.68 0.48 0.57 2 1/4 0.87 0.95 0.65 0.75 0.75 0.53 0.70 0.63 0.43 2 1/2 0.91 1.00 0.72 0.78 0.82 0.57 0.72 0.69 0.47 2 3/4 0.94 0.78 0.80 0.89 0.62 0.74 0.74 0.50 0.70 3 0.98 0.84 0.83 0.96 0.67 0.76 0.80 0.54 0.72 3 1/2 1.00 0.97 0.88 1.00 0.76 0.79 0.91 0.61 0.75 4 1.00 0.93 0.86 0.83 1.00 0.68 0.78 4 1/2 0.98 0.95 0.87 0.75 0.81 5 1.00 1.00 0.91 0.82 0.84 6 0.98 0.96 0.90 7 1.00 1.00 0.96 8 1.00 See footnotes below. Spacing Tension (fs) sact (in.) Dia.3/4 7⁄8 1 1 1/4 E 3 3/8 5 6 3/4 3 7⁄8 7 7⁄8 4 1/2 9 5 5/8 9 1/2 scr 4 3/4 7 9 1/2 5 3/8 11 6 1/4 12 5/8 7 7⁄8 13 1/4 smin 1 3/4 2 1/2 3 3/8 2 4 2 1/4 4 1/2 2 7⁄8 4 3/4 fsmin 0.43 0.43 0.70 0.43 0.70 0.43 0.70 0.43 0.70 2 0.48 0.43 3 0.67 0.49 0.60 0.54 0.46 4 0.86 0.62 0.73 0.77 0.70 0.68 0.57 5 1.00 0.75 0.78 0.94 0.74 0.82 0.72 0.68 0.71 6 0.87 0.83 1.00 0.79 0.96 0.76 0.79 0.74 7 1.00 0.88 0.83 1.00 0.79 0.90 0.78 8 0.93 0.87 0.83 1.00 0.81 9 0.98 0.91 0.87 0.85 10 1.00 0.96 0.90 0.89 11 1.00 0.94 0.92 12 0.98 0.96 13 1.00 0.99 14 1.00 1. E = Embedment depth (inches). 2. sact = actual spacing distance at which anchors are installed (inches). 3. scr = critical spacing distance for 100% load (inches). 4. smin = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at critical spacing distance. fscr is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmin + [(1 – fsmin) (sact – smin) / (scr – smin)]. Allowable Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-All Anchors in Normal-Weight Concrete: Spacing, Tension Loads How to use these charts: 1. The following tables are for reduced spacing. 2. Locate the anchor size to be used for a tension load application. 3. Locate the anchor embedment (E) used for a tension load application. 4. Locate the spacing (sact) at which the anchor is to be installed. 5. The load adjustment factor (fs) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple spacings are multiplied together. *IBC *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.134Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete Spacing Shear (fs) sact (in.) Dia.1/4 3/8 1/2 5/8 E 1 1⁄8 2 1/4 1 3/4 2 5/8 3 3/8 2 1/4 3 3/8 4 1/2 2 3/4 4 1/2 5 1/2 scr 1 5/8 3 1⁄8 2 3/8 3 5/8 4 3/4 3 1⁄8 4 3/4 6 1/4 3 7⁄8 6 1/4 7 3/4 smin 5/8 1 1⁄8 7⁄8 1 3/8 1 3/4 1 1⁄8 1 3/4 2 1/4 1 3/8 2 1/4 2 3/4 fsmin 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 3/4 0.82 1 0.87 0.81 1 1/4 0.92 0.80 0.84 0.80 1 1/2 0.97 0.83 0.88 0.80 0.83 0.80 1 3/4 1.00 0.86 0.91 0.83 0.79 0.86 0.79 0.82 2 0.88 0.95 0.85 0.81 0.88 0.81 0.84 2 1/4 0.91 0.98 0.87 0.83 0.91 0.83 0.79 0.86 0.79 2 1/2 0.93 1.00 0.90 0.84 0.93 0.84 0.80 0.88 0.80 2 3/4 0.96 0.92 0.86 0.96 0.86 0.82 0.91 0.82 0.79 3 0.99 0.94 0.88 0.99 0.88 0.83 0.93 0.83 0.80 3 1/2 1.00 0.99 0.91 1.00 0.91 0.86 0.97 0.86 0.82 4 1.00 0.95 0.95 0.88 1.00 0.88 0.84 4 1/2 0.98 0.98 0.91 0.91 0.86 5 1.00 1.00 0.93 0.93 0.88 6 0.99 0.99 0.93 7 1.00 1.00 0.97 8 1.00 See notes below. Spacing Shear (fs) sact (in.) Dia.3/4 7⁄8 1 1 1/4 E 3 3/8 5 6 3/4 3 7⁄8 7 7⁄8 4 1/2 9 5 5/8 9 1/2 scr 4 3/4 7 9 1/2 5 3/8 11 6 1/4 12 5/8 7 7⁄8 13 1/4 smin 1 3/4 2 1/2 3 3/8 2 4 2 1/4 4 1/2 2 7⁄8 4 3/4 fsmin 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 2 0.81 0.79 3 0.88 0.81 0.85 0.83 0.80 4 0.95 0.86 0.81 0.91 0.79 0.88 0.84 5 1.00 0.91 0.85 0.98 0.82 0.93 0.80 0.88 0.80 6 0.95 0.88 1.00 0.85 0.99 0.83 0.92 0.82 7 1.00 0.91 0.88 1.00 0.85 0.96 0.85 8 0.95 0.91 0.88 1.00 0.87 9 0.98 0.94 0.91 0.90 10 1.00 0.97 0.93 0.92 11 1.00 0.96 0.94 12 0.98 0.97 13 1.00 0.99 14 1.00 1. E = Embedment depth (inches). 2. sact = actual spacing distance at which anchors are installed (inches). 3. scr = critical spacing distance for 100% load (inches). 4. smin = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at critical spacing distance. fscr is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmin + [(1 – fsmin) (sact – smin) / (scr – smin)]. Allowable Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-All Anchors in Normal-Weight Concrete: Spacing, Shear Loads How to use these charts: 1. The following tables are for reduced spacing. 2. Locate the anchor size to be used for a shear load application. 3. Locate the anchor embedment (E) used for a shear load application. 4. Locate the spacing (sact) at which the anchor is to be installed. 5. The load adjustment factor (fs) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple spacings are multiplied together. *IBC *IBC DRAFT C-A-2021 ©2021 SIMPSON STRONG-TIE COMPANY INC.135 Mechanical AnchorsSimpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry * See p. 12 for an explanation of the load table icons. Wedge-All® Design Information — Concrete and Masonry Edge Distance Tension (fc) Edge Dist. cact (in.) Size 3/8 1/2 5/8 3/4 ccr 10 1/2 14 17 1/2 21 cmin 4 4 4 4 fcmin 1.00 1.00 0.80 0.80 4 1.00 1.00 0.80 0.80 6 1.00 1.00 0.83 0.82 8 1.00 1.00 0.86 0.85 10 1/2 1.00 1.00 0.90 0.88 12 1.00 0.92 0.89 14 1.00 0.95 0.92 16 0.98 0.94 17 1/2 1.00 0.96 21 1.00 Edge Distance Shear (fc) Edge Dist. cact (in.) Size 3/8 1/2 5/8 3/4 ccr 10 1/2 14 17 1/2 21 cmin 4 4 4 4 fcmin 0.79 0.52 0.32 0.32 4 0.79 0.52 0.32 0.32 6 0.85 0.62 0.42 0.40 8 0.92 0.71 0.52 0.48 10 1/2 1.00 0.83 0.65 0.58 12 0.90 0.72 0.64 14 1.00 0.82 0.72 16 0.92 0.80 17 1/2 1.00 0.86 21 1.00 1. cact = actual edge distance at which anchor is installed (inches). 2. ccr = critical edge distance for 100% load (inches). 3. cmin = minimum edge distance for reduced load (inches). 4. fc = adjustment factor for allowable load at actual edge distance. 5. fccr = adjustment factor for allowable load at critical edge distance. fccr is always = 1.00. 6. fcmin = adjustment factor for allowable load at minimum edge distance. 7. fc = fcmin + [(1 – fcmin)(cact – cmin) / (ccr – cmin)]. Edge Distance Tension (fc) Edge Dist. cact (in.) Size 1/4 1/2 5/8 3/4 ccr 3 3/8 6 3/4 8 3/8 10 cmin 1 3/8 2 3/4 3 3/8 4 fcmin 0.70 0.70 0.70 0.70 1 3/8 0.70 1 1/2 0.72 2 0.79 2 1/2 0.87 2 3/4 0.91 0.70 3 0.94 0.72 3 3/8 1.00 0.75 0.70 3 1/2 0.76 0.71 4 0.79 0.74 0.70 4 1/2 0.83 0.77 0.73 5 0.87 0.80 0.75 5 1/2 0.91 0.83 0.78 6 0.94 0.86 0.80 6 1/2 0.98 0.89 0.83 6 3/4 1.00 0.90 0.84 7 0.92 0.85 7 1/2 0.95 0.88 8 0.98 0.90 8 3/8 1.00 0.92 8 1/2 0.93 9 0.95 9 1/2 0.98 10 1.00 See footnotes below. Edge Distance Shear (fc) (Shear Applied Perpendicular to Edge) Edge Dist. cact (in.) Size 1/4 1/2 5/8 3/4 ccr 3 3/8 6 3/4 8 3/8 10 cmin 1 3/8 2 3/4 3 3/8 4 fcmin 0.30 0.30 0.30 0.30 1 3/8 0.30 1 1/2 0.34 2 0.52 2 1/2 0.69 2 3/4 0.78 0.30 3 0.87 0.34 3 3/8 1.00 0.41 0.30 3 1/2 0.43 0.32 4 0.52 0.39 0.30 4 1/2 0.61 0.46 0.36 5 0.69 0.53 0.42 5 1/2 0.78 0.60 0.48 6 0.87 0.67 0.53 6 1/2 0.96 0.74 0.59 6 3/4 1.00 0.77 0.62 7 0.81 0.65 7 1/2 0.88 0.71 8 0.95 0.77 8 3/8 1.00 0.81 8 1/2 0.83 9 0.88 9 1/2 0.94 10 1.00 See footnotes below. Allowable Load-Adjustment Factors for Carbon-Steel Wedge-All Anchors in Sand-Lightweight Concrete: Edge Distance, Tension and Shear Loads Load Adjustment Factors for Carbon-Steel Wedge-All® Anchors in Face-of-Wall Installation in 8" Grout-Filled CMU: Edge Distance, Tension and Shear Loads How to use these charts: 1. The following tables are for reduced edge distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the edge distance (cact) at which the anchor is to be installed. 4. The load adjustment factor (fc) is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. IBC * IBC *IBC * IBC * Load-Adjustment Factors for Reduced Spacing: Critical spacing is listed in the load tables. No adjustment in load is required when the anchors are spaced at critical spacing. No additional testing has been performed to determine the adjustment factors for spacing dimensions less than those listed in the load tables. DRAFT Project No.: 2110.2100049 Report No.: 354691 Date: May 31, 2023 8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479 STRUCTURAL OBSERVATION REPORT No. SPECIAL-028 CN: GDZ Page 8 of 8 cc: 1 − Job Site; 1 − Client; 1 The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute Roof steel framing preliminary on 05/26/23 Reviewed by: Universal Engineering Sciences Certificate of Authorization No. 00549 Carlos Naumann, P.E., S.I. Florida Professional Engineer No. 18594 Florida Special Inspector No. 181 DRAFT