An application was received from Joseph Correia representing Central Rock Gym and F45, requesting permission for a projecting blade sign at the premises numbered 20 Brattle Street approval has been received from Inspectional Services, Department of Public Works, Community Development Department and abutter response has been received

City of Cambridge, MA 09/29/2022 180606 Sign/Awning Permit Status: Active Date Created: Jun 14, 2022 Primary Location Applicant 20 Brattle St Joseph Correia [email removed] Cambridge, MA 02138 458 Main Street Owner: WILMINGTON, MA 01887 [phone removed] HARVARD COLLECTION LLC 410 PARK AVE., SUITE 1220 NEW YORK, NY 10022 General Information What option best describes this application? Sign(s) Description of Proposed Work Sign 1: (QTY 1) Fabricated Aluminum LED Lit Triangular Blade Sign Sign 2: (QTY 1) 2" Deep Internally LED Lit Stainless Steel Letters Mounted to Aluminum Backer Estimated Cost of Sign(s) in dollars 19,600 Describe any existing signs or awnings that will remain (including the size of the remaining signs/awnings). N/A Cambridge City Council approval may be required. Will one or more of the proposed signs extend six (6) inches into the public sidewalk? Yes You must submit a Projected Sign Application and Abutter's Form (https://viewpointcloud.blob.core.windows.net/profile- pictures/City_Clerk_Sign_Awning_Application_Wed_Jan_02_2019_15:28:46_GMT+0000_(Coordinated_Universal_Time).pdf) to the City Clerk's Office. Sign Information Sign Text Sign 1: Blade Sign W/ Tenant Names Illumination Type of Sign Internal Projecting Width of Sign (feet) Height of Sign (feet) 2 7

Area of Sign (square feet) 24 Height from the ground to the top of the sign (feet) 19.125 Height from the ground to bottom of the sign (feet) 12.125 Weight of the sign (Ibs) Sign Material 200 Aluminum Projection from the Building (inches) 22.5 Width of Building Facade for Associated Use (feet) 176.5 Is the sign an accessory to a first floor store? Yes Sign Text Sign 2: Channel Letters Sign - "20 Brattle" Illumination Type of Sign Internal Projecting Width of Sign (feet) Height of Sign (feet) 5.075 2.25 Area of Sign (square feet) 7.35 Height from the ground to the top of the sign (feet) 15.05 Height from the ground to bottom of the sign (feet) 12.8 Weight of the sign (lbs) Sign Material 210 Stainless Steel Projection from the Building (inches) 2 Width of Building Facade for Associated Use (feet) 176.5 Is the sign an accessory to a first floor store? Yes Contractor Contractor Name Boston Building Wraps Inc Address 458 Main Street (CORNER OF KIRK ST AND MAIN) Wilmington MA 01887 Telephone E-mail [phone removed] [email removed] License Expiration Date License Number

02/13/2024 188440 Contractor's Signature Date Signature of Licensed Contractor 06/14/2022 Joseph A. Correia Community Development Approval Sign conforms to requirements of Article 7.000 Sign requires a variance from the Board of Zoning Appeal Comments Exempt under Article 7.000 City Clerk Internal Bond Number Attachments pdf 1121_67 The Abbot - 20 Brattle St - Exterior Signage-r5.pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:34 am pat Abbot - 1121_67 Abbot Exterior_ Permitting Letter of Approval (2) (RC approved 6-2-2022).pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:30 am pdf 2022-03-30_15-05_Wed_Mar_30_2022_15-07-36.pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:29 am paf Abbot - 1121_67 Abbot Exterior_ Permitting Letter of Approval (2) (RC approved 6-2-2022).pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:29 am p02022-03-3015-WedMar30202215-08-13pd Uploaded by Joseph Correia on Jun 14, 2022 at 11:32 am pdf Joe Correia Jr. License (2_15_22 - 9_6_2023) (1).pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:35 am pdf Abbot - City Clerk Sign Awning Application.pdf Uploaded by Joseph Correia on Jun 14, 2022 at 11:36 am pdf S101 stamped.pdf Uploaded by Joseph Correia on Jun 21, 2022 at 12:24 pm pdf BBW - Abbot TFM Calculations Stamped.pdf Uploaded by Joseph Correia on Jun 21, 2022 at 12:24 pm pdf 20 Brattle St CNA conforming wall sign.paf Uploaded by Sarah Burks on Sep 28, 2022 at 5:35 pm History Date Activity Jun 14, 2022 at 11:04 am Joseph Correia started a draft of Record 180606 Joseph Correia added attachment 2022-03-30_15-06_Wed_Mar_30_2022_15-08-13.pdf to Record 180606 Jun 14, 2022 at 11:32 am Joseph Correia added attachment Joe Correia Jr. License (2_15_22 - 9_6_2023) (1).pdf to Record 180606 Jun 14, 2022 at 11:35 am

Activity Date Joseph Correia added attachment Abbot - City Clerk Sign Awning Application.pdf to Record 180606 Jun 14, 2022 at 11:36 am Joseph Correia submitted Record 180606 Jun 14, 2022 at 11:37 am approval step Review for Completenesswas assigned to Branden Vigneault on Record 180606 Jun 14, 2022 at 11:37 am Joseph Correia added attachment S101 stamped.pdf to Record 180606 Jun 21, 2022 at 12:24 pm Joseph Correia added attachment BBW - Abbot TFM Calculations Stamped.pdf to Record 180606 Jun 21, 2022 at 12:24 pm Branden Vigneault approved approval step Review for Completeness on Record 180606 Jul 8, 2022 at 4:05 pm Jul 8, 2022 at 4:05 pm approval step Historical Commissionwas assigned to Sarah Burks on Record 180606 Jul 8, 2022 at 4:05 pm approval step Community Development Plan Reviewwas assigned to Daniel Messplay on Record 180606 Jul 8, 2022 at 4:05 pm approval step Department of Public Works Reviewwas assigned to Brian McLane on Record 180606 Brian McLane approved approval step Department of Public Works Review on Record 180606 Jul 12, 2022 at 8:37 am Daniel Messplay approved approval step Community Development Plan Review on Record 180606 Sep 7, 2022 at 5:07 pm Sep 28, 2022 at 5:35 pm Sarah Burks added attachment 20 Brattle St CNA conforming wall sign.pdf to Record 180606 Sep 28, 2022 at 5:37 pm Sarah Burks approved approval step Historical Commission on Record 180606 Sep 28, 2022 at 5:37 pm approval step City Clerk Reviewwas assigned to Lori Perez on Record 180606 Timeline Status Assignee Due Date Label Completed Activated Branden Vigneault - Jun 14,2022 at 11:37 am Jul 8, 2022 at 4:05 pm Complete Review for Completeness Brian McLane Jul 12, 2022 at 8:37 am Department of Public Works Review Jul 8, 2022 at 4:05 pm Complete V Daniel Messplay Jul 8, 2022 at 4:05 pm Complete Sep 7, 2022 at 5:07 pm Community Development Plan Review Sarah Burks Sep 28, 2022 at 5:37 pm Historical Commission Complete Jul 8, 2022 at 4:05 pm V Lori Perez Active Sep 28, 2022 at 5:37 pm City Clerk Review V Inactive City Council Approval V Inactive Bond V - Inactive - Sign Permit Fee Inactive Building Inspector Review - - Inactive Sign Permit

The Abbot Building 20 Brattle Street. Exterior Sign CITY OF CAMBRIDGE INSTRUCTIONS FOR OBTAINING PERMISSION FOR PERMANENT SIGNS AND AWNINGS THAT PROJECT OVER THE PUBLIC WAY MORE THAN SIX INCHES 1. Complete the Building (Sign) Permit Application on line at the Inspectional Service Department or on a personal computer. Inspectional Services Department is located at 831 Massachusetts Avenue, [phone removed]. Items that must be scanned and attached to online application: • Sketch or drawing of sign or awning Copy of sign company's contract • Insurance 2. Projected Sign Application and Abutter Forms are available at City Clerk's Office, Room 103 City Hall, 795 Massachusetts Avenue, [phone removed]. 3. Complete application. Application must be signed by business owner and property owner black ink only. You must measure and state the distance by which the sign or structure will project over the public way. This application is signed under the pains and penalties of perjury. If you have difficulty ascertaining the distance, you may wish to use a surveyor. Complete the abutter forms. After completing steps (1) - (3), file the application with the City Clerk. The completed application can be dropped off at the City Clerk's Office or e-mailed to Iperez@cambridgema.gov. 4 The Clerk will place the application on the agenda for a City Council meeting for its consideration. • During the months of September through June, the City Council meets every Monday at 5:30 p.m. except for Monday holidays. During July and August, the City Council holds one summer meeting. Applications must be received at the City Clerk's office on the Thursday prior to the Monday meeting. • After the City Council has approved the petition, the City Clerk will send the petitioner an unexecuted bond form. 5. Petitioner must have the bond form executed by a Surety Company and then return it to this office. 6. When the executed bond is returned to the City Clerk's Office, the City Clerk will approve the application that bond is acceptable. ISD will issue a building permit to the petitioner, so long as all building permit requirements have been met. The petitioner can obtain the sidewalk obstruction permit from DP W. Revised December 11, 2017

OFFICE OF THE CITY CLERK CAMBRIDGE CITY HALL, 795 MASSACHUSETTS AVENUE CAMBRIDGE, MASSACHUSETTS 02139 PHONE [phone removed] FAX [phone removed] PAULA M. CRANE DONNA P. LOPEZ CITY CLERK DEPUTY CITY CLERK June 3 → 2022 Cambridge, To the Honorable, the City Council of the City of Cambridge: EACH PETITION MUST BE ACCOMPANIED BY A DRAWING OF PROPOSED SIGN, INDICATING DESIGN AND DIMENSIONS AND LOCATION ON PREMISES. The undersigned respectfully prays that Boston Building Wraps, Inc. (NAME OF BUSINESS) be granted permit to erect a sign of the following specifications in front of premises located at 20 Brattle Street, Cambridge, MA 02138 (ADDRESS) Type of Sign: 847424225*2 SIDED ALUMINUM BLADE SIGN WITH STEEL POSTS AND PLATES, STENGIL CUT HEADER ON CABINET WITH LIT COPY, 2 FACES POLYCARBONATE W VINYL COPY, INTERNAL POWER SUPLY, LED (state whether electric or otherwise and material used in construction) Reading matter to go on Sign: "The Abbot" LED Letters. There will be 4 tenant / company logos on this LED Lit Blade Sign. 2 Tenant Names TBD. "Central Rock Gym" Logo & "F45" Logo are the other 2. Also an address "20 Brattle Sign" . 21" w x 7' h. 22.5" Deep. Size: Weight: Approx. 200/210 Pounds Public Way Obstruction: в. 145.8" A.22.5" (Give exact distance sign is to extend over sidewalk) (Also exact distance from bottom of sign to sidewalk) Top: 230.2" Height Above Grade: Bottom: 145.8" NOTICE - REGULATIONS Section 1212.0 State Building Code - Projecting Signs] [Section 12.08.010 Municipal Code - Encroachments onto Streets] • A projecting sign shall be constructed wholly of incombustible materials. • All signs must meet requirements of Zoning Ordinances and Building Code. • Note: Section 12.12.220 provides in part "every owner who maintains a... structure in or over a street... Shall do so only or the condition that such maintenance shall be considered as an agreement on his part to keep the same and the covers thereof ir good repair and condition, at all times during his ownership, and to indemnify and save harmless the City against any and all damages, cost or expenses which it may sustain, or be required to pay by reason of such.. structure." PROPERTY OWNER OR AUTHORIZED AGENT HEREBY STATES THAT INFORMATION IS TRUE TO THE BEST OF HIS/HER KNOWLEDGE AND UNDERSTANDING UNDER PAINS AND PENALTY OF PERJURY. 1919 Gallows Rd., Suite 1000, Vienna, VA 22182 / [phone removed] (Property owner or authorized agent) (Tel. No.) • (Address) Same as Owner (Tel. No.) (Business owner) (Address)

The Abbot Building OFFICE OF THE CITY CLERK CAMBRIDGE CITY HALL, 795 MASSACHUSETTS AVENUE 20 Brattle St. CAMBRIDGE, MASSACHUSETTS 02139 Exterior Signs PHONE [phone removed] FAX [phone removed] TTY/TDD [phone removed] PAULA M. CRANE DONNA P. LOPEZ DEPUTY CITY CLERK CITY CLERK ABUTTERS FORM FOR SIGN/AWNING PERMIT Date 06/02/2022 To Whom It May Concern: Harvard Collection, LLC Cambridge, As Owner of Agent of X of the approval Massachusetts, I do hereby declare my disapproval installment of: Canopy over the sidewalk entrance: Awnings over the windows: X Projecting sign: of said property. John Fitzpatrick, VP-Project Management Date 06/02/2022 Signed: Jamien 14, 16, 18, 20, & 22 Brattle Street, Cambridge, MA 02138 Address: ABUTTERS: Harvard Collection, LLC, c/o Regency Centers Corporation PLEASE COMPLETE FORM WHETHER OR NOT YOU APPROVE OF THE REQUESTED SIGN/AWNING AND RETURN IT TO THE APPLICANT WITHIN SEVEN (7) DAYS FOR INCLUSION IN THE APPLICATION. SIGN/AWNING APPLICANT: PLEASE FILL IN DATE THAT FORM WAS DELIVERED TO ABUTTER (TOP RIGHT OF THIS FORM)

CAMBRIDGE HISTORICAL COMMISSION 831 Massachusetts Avenue, 2nd FL., Cambridge, Massachusetts 02139 Telephone: [phone removed] Fax: [phone removed] TTY: [phone removed] E-mail: histcomm@cambridgema.gov URL: http://www.cambridgema.gov/Historic SLOGE HISTO Bruce A. Irving, Chair, Susannah Barton Tobin, Vice Chair; Charles M. Sullivan, Executive Director oseph V. Ferrara, Chandra Harrington, i avin V. Kleespic, Pada A, Paris, Kyle Safeld, Ater a M. Solet, Yuting Zhang, Member: COMMISSION CERTIFICATE OF NONAPPLICABILITY Property: 20 Brattle Street Applicant: Harvard Collection, LLC Attention: Joseph Correia, Boston Building Wraps The Cambridge Historical Commission hereby certifies, pursuant to Chapter 2.78, Article III of the Code of the City of Cambridge and order establishing the Harvard Square Conservation District, that the work described below does not involve any activity requiring issuance of a Certificate of Appropriateness or Hardship: Install a zoning compliant wall sign for the upper story tenants and to indicate the entry address. Note that the application for an internally-illuminated blade sign will be considered at the November 3, 2022 meeting of the Historical Commission. ISD #180606 All improvements shall be carried out as shown on the plans and submitted by the applicant, except as modified above. specifications Approved plans and specifications are incorporated by reference into this certificate. This certificate is granted upon the condition that the work authorized herein is commenced within six months after the date of issuance. If the work authorized by this certificate is not commenced within six months after the date of issuance or if such work is suspended in significant part for a period of one year after the time the work is commenced, such certificate shall expire and be of no further effect; provided that, for cause, one or more extensions of time for periods not exceeding six months each may be allowed in writing by the Chair. Case Number: 4861 Date of Certificate: September 28, 2022 Attest: A true and correct copy of decision filed with the office of the City Clerk and the Cambridge Historical Commission on September 28, 2022. By Charles M. Sullivan sl, Executive Director. Twenty days have elapsed since the filing of this decision. No appeal has been filed - • Appeal has been filed Date , City Clerk

1912), Engineers 1-2' ELEVATION EQ 1312 1 EXTENTS OF SIGN www.tfmoran.com Bedford, NH 03110 48 Constitution Drive Fax #: [phone removed] Phone #: [phone removed] MIN. (6) 1/4 DIA. HILTI HLC MIN. 1 1/4" EMBEDMENT ANCHORS SPACED AS SHOWN AFTER INSTALL BLADE SIGN CONNECTION EX. BRICK SECTION 8" 2'-10". 1'10 1/2". PRESENT. VOIDS ARE SIGN FRAME (BY OTHERS) EXIST. METAL NEW SIGN, SEE BBW DRAWINGS BLOCKING BEHIND FACADE PROVIDE 7-0". AT CONNECTIONS IF 1 1/2" = 1-0" MIN. (3) 1/4" DIA. HILTI HLC OR KWICK CON II ANCHORS PER HORIZONTALLY AND VERTICALLY LETTER SPACED 6" MIN TENSION LOAD OF 70 LBS. AFTER INSTALL TEST MIN. (2) ANCHORS TO A LETTER SIGN CONNECTION SECTION 1112" = 1-0 6/21/2022** TEL TEL VERB - BACKSTAGE BOSTON BULDING WRAPS, INC. NEW SIGN CONNECTIONS AT BUILDING LETTER SIGN BY OTHERS, SEE BBW S101 DRAWINGS

JOB TITLE BBW - The Abbot Battle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA SHEET NO. Bedford, NH JOB NO. structura DATE 6/21/22 CALCULATED BY ANB [phone removed] Engineers DATE 6/21/22 CHECKED BY TEL CS2018 Ver 2020.03.10 www.struware.com STRUCTURAL CALCULATIONS FOR BBW - The Abbot Batttle Street State: MA City: Cambridge ELEVATION 17 Cambridge, MA International Building Code 2015 Pg Elevation VRCII VRCIII VRCIV mph SS 0.216 S1 0.069 %g ft 4 Frost Depth 40 psf Pg@Elevation

JOB TITLE BBW - The Abbot Batttle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA Bedford, NH 03110 SHEET NO. JOB NO. DATE 6/21/22 CALCULATED BY ANB [phone removed] 6/21/22 DATE CHECKED BY TEL ASCE 7- 10 Wind Loads: 128 mph 99.1 mph Nominal Wind Speed Risk Category B Exposure Category Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 0.701 Kh case 1 0.701 Kh case 2 Monoslope Type of roof VIZ) Topographic Factor (Kzt) Speed-up Flat Topography 80.0 ft (H) Hill Height *(downwind) 100.0 ft Half Hill Length (Lh) xlupwind) 0.80 Actual H/Lh = H/2, H 0.50 Use H/Lh = H/2 = Modified Lh 160.0 ft From top of crest: x= 50.0 ft downwind Bldg up/down wind? ESCARPMENT K, = 0.000 H/Lh= 0.50 V(z) x/Lh = 0.31 K2 = 0.792 -Speed-up z/Lh = 0.19 Kz = 1.000 V(z) At Mean Roof Ht: (downwind) (upwind) Kzt = (1+K,K2Kз)^2 = 1.00 H/2 H H/2 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. 30.0 ft h= h/B = 0.21 Rigid structure (low rise bldg) B= 143.0 ft 30.0 ft Iz (0.6h) = G= 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure 0.0 Hz 34 1y (n1) = • Rigid structure 320 ft 30 ft Damping ratio (B) = 0.25 la = 0.30 82.5 Vz= 3.4 90. 90 = 0.00 N, = 310.0 ft Lz= Rn = 0.000 0.83 Q= h= 30.0 ft 0.000 28.282 12= 0.30 Rn = n= 0.000 G= 28.282 RB = 0.83 n= 28.282 0.000 RL= n= 0.000 9R = 0.000 R= 0.000 Gf = Enclosure Classification

JOB TITLE BBW - The Abbot Battle Street TFMoran Inc. Cambridge, MA 48 Constitution Drive JOB NO. SHEET NO. Bedford, NH 03110 DATE [phone removed] CALCULATED BY ANB 6/21/22 DATE CHECKED BY TEL 6/21/22 A building that does not qualify as open or partially enclosed. Test for Enclosed Building: All walls are at least 80% open. Test for Open Building: Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Test Input NO 500.0 sf AOl Ao ≥ 1.1 Aoi YES Ao > 4' or 0.01Ag 600.0 sf Ag Aoi / Agi ≤ 0.20 YES 1000.0 sf Aoi _Building is NOT Partially Enclosed 10000.0 sf Agil Conditions to quality as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao> smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Agi- the sum of the gross ou ace are i the uting elope ali an on reing a ., Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned, the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog: Unpartitioned internal volume (Vi) : 0 cf 1.00 Ri = Altitude adjustment to constant 0.00256 (caution - see code) : 0.0765 Ibm/ft3 Average Air Density = 0.0 ft Grd level above sea level = Adj Constant = 0.00256 Constant = 0.00256

JOB TITLE BBW - The Abbot Batttle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA SHEET NO. JOB NO. Bedford, NH 03110 6/21/22 CALCULATED BY ANB DATE [phone removed] CHECKED BY TEL DATE 6/21/22 Ultimate Wind Pressures ASCE 7-10 Wind Loads - Other Structures: 1.00 Wind Factor = 0.85 Ultimate Wind Speed = 128 mph Exposure = Gust Effect Factor (2) = A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h= 0.33 Case A & B C. = 1.84 B/s = 0.21 Dist to sign top (h) 12.0 ft 4.0 ft 32.1 As F = qz G Cf As = 0.00 Height (s) Lr/s = Kz = 7.1 st 0.575 As = Width (B) 0.8 ft F = qz= 227 Ibs 20.5 pst Wall Return (Lr) = 0.85 Directionality (Kd) CaseC Percent of open area Open reduction to gross area 1.00 0.0% factor = Horiz dist from cf windward edge 39.2 AS 2.25 O to s Case C reduction factors 1.50 26.1 As Factor if s/h>0.8 = 1.00 s to 2s Wall return factor 1.00 for Cf at 0 to s = B. Open Signs & Lattice Frameworks (openings 30% or more of gross area 0.575 Kz = 15.0 ft Height to centroid of Af (z) 20.5 pst Base pressure (az) = Width (zero if round) 19.2 AF F = 92G C,A, = Diameter (zero if rect) D(qz) 5 = 10.0 s Solid Area: A, = Percent of open area 192lbs F = to gross area 1.1 Directionality (Kd) C. Chimneys, Tanks, Rooftop Equipment (h>60") & Similar Structures 0.575 Kz = Height to centroid of Af (z) 15.0 ft 21.7 psf Square Cross-Section Base pressure (qz) = h/D = 15.00 0.90 Directionality (Kd) 15.0 ft Height (h) 1.0 ft Width (D) Type of Surface Square (wind along diagona. 28 square (wind normal face) 30.7 Af 23.6 Af F = 92 G G, A, = F = qz G Cf Af = 10.0 sf Af = sf A, = 307 Ibs F= F = 0 Ibs D. Trussed Towers 0.575 15.0 ft Kz = Height to centroid of Af (z) 22.9 psf Base pressure (qz) = € = 0.27 Tower Cross Section triangle Diagonal wind factor = flat Member Shape Round member factor = 0.95 1000 Directionality (Kd) 2.38 Triangular Cross Section 46.3 Af F = 4, GG,A, = Solid Area: A, = 10.0 sf 10.0 F= 463 Ibs

JOB TITLE BBW - The Abbot Battle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA Bedford, NH 03110 JOB NO. SHEET NO. 6/21/22 DATE [phone removed] CALCULATED BY ANB 6/21/22 DATE CHECKED BY TEL Ultimate Wind Pressures Vind Loads - Components & Cladding : h ≤ 60 ch (case 1) 30.0 ft a = 12.0 ft Base pressure (qh) = 25.0 psf GCpi = +/-0.18 3.0 ft 0.0 deg User input Surface Pressure (psf) GCp +/- GCpi Roof 20 sf 50 sf 500 sf 10 sf 100 sf 500 sf 50 sf 10 sf 50 st 100sf -28.7 -27.T -27.0 -27.0 -27.T -1.08 -1.08 -32.0 -44.2 -32.0 -37.2 -37.2 285 -44.2 -32.0 -37.2 -32.0 -49.5 -37.2 1128 16.0 16.0 16.0 0.38 16.0 16.0 0.48 16.0 0.41 23.0 20.2 1.08 25.8 0.81 24.2 24.2 27.0 0.97 -41.7 -40.7 -27.5 -40.7 -42.5 -40.0 -40.7 -40.7 -42.5 -40.0 -27.5 -41.7 Ovatanang 20n82 1.89 Negative zone 3 = zone 2, since parapet >= 3ft. verhang pressures in the table above assume an internal pressure coefficient (Gepi) of 0 erhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.5 p Parapet User input ap = 28.9 psf 50 sf 500 st 200 sil 20 sil 50 sfl Solid Parapet Pressure 10 sil 51.8 50.0 Zone 2: 78.0 CASE A: 51.8 78.0 50.0 70.6 Zone 3: -48.2 -39.0 -48.2 -51.9 42.7 -54.6 45.4 CASE B: Edge zones 2: 44.5 -52.8 Corner zones 3 : -48.6 -52.8 -39.0 -62.4 -58.3 User input GCp +/- GCpi Walls 200 sf 5 st 500 sf 10 sf 100 sf 200 st Area -24.1 -292 -1.01 -1.17 -0,90 -0.96 -25.6 -36.0 -22.5 -1.03 -0.90 -1.12 20.2 21.8 0.87 -360 0.81 0.92 Positive one 48 5 1.04 Note: GCp reduced by 10% due to roof angle <= 10 deg.

JOB TITLE BBW - The Abbot Batttle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA JOB NO. SHEET NO. Bedford, NH 03110 DATE 6/21/22 CALCULATED BY ANB [phone removed] 6/21/22 DATE CHECKED BY TEL Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier Za 2a 2a aL _2). 3 2) 4 WALL Walls h ≤ 60' Gable, Sawtooth and Roofs w/ 0 ≤ 10° Monoslope roofs and all walls Multispan Gable f ≤ 7 degrees & & alt design h‹90' 3° < 0 ≤ 10° Monoslope ≤ 3 degrees h > 60' h ≤ 60' & alt design h‹<90' h ≤ 60' & alt design h‹90' La al af C A B 3 2X (2) 3X Multispan Gable & Hip 7° < e ≤ 27° Monoslope roofs Gable 7° < e≤ 45° 10° < e ≤ 30° h ≤ 60' & alt design h<90' Sawtooth 10° < e ≤ 45° h ≤ 60' & alt design h<90° 12 2 3/ b b b W3 W1 W2 W1 W2 W W Stepped roofs 0 ≤ 3° h ≤ 60' & alt design h<90'

JOB TITLE BBW - The Abbot Battle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA JOB NO. SHEET NO. Bedford, NH 03110 DATE CALCULATED BY ANB 6/21/22 [phone removed] DATE 6/21/22 CHECKED BY TEL Location of C&C Wind Pressure Zones - ASCE 7-16 2a La 2a 0.6h, 0.6h1 H0.2h 3 13 2 + WALL 13 Walls h ≤ 60' Gable, Sawtooth and Roofs w/ 9 ≤ 10° Multispan Gable 0 ≤ 7 degrees & Monoslope roofs & alt design h<90° and all walls h > 60' 3° < e ≤ 10° Monoslope ≤ 3 degrees h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' D B A C al Ô Multispan Gable & Hip 7° < 0 ≤ 27° Monoslope roofs 10° < 0 ≤ 30° Gable 7° < 0 ≤ 45° 2) h ≤ 60' & alt design h<90' Sawtooth 10° < 0 ≤ 45° h ≤ 60' & alt design h<90' 310/ 070 2<3 b b .b. W1 W3 W2 W2 W1 W W Stepped roofs 0 ≤ 3° 1 ≤ 60' & alt design h<90

JOB TITLE BBW - The Abbot Batttle Street TFMoran Inc. Cambridge, MA 48 Constitution Drive SHEET NO. JOB NO. Bedford, NH 03110 6/21/22 DATE CALCULATED BY ANB [phone removed] 6/21/22 DATE CHECKED BY TEL Strength Level Forces IBC 2015 Seismic Loads: Importance Cactor (): Site Class : D 21.60 %g Ss (0.2 sec) = S1 (1.0 sec) = 6.90 %g esign Category SDS = 0.230 Sms = 0.346 1.600 Fa = esign Category 0.110 Sm1 = 0.166 2.400 S01 = Fv = Seismic Design Category = 1.00 Redundancy Coefficient p = 3 Number of Stories Structure Type: All other building system: Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Seismic residing system: Stuctural stel yatoms no special detaied tor solismic resistance System Structural Height Limit: Height not limited Actual Structural Height (hn) = 30.0 ft DESIGN COEFFICIENTS AND FACTORS 3 Response Modification Coeficient (R) = 2.5 ver-Strength Factor (20) eflection Amplification Factor (ca) 3 0.230 SDs = 0.110 Sp1 = Eh +/-Ev = p GE +/- 0.2Sps D Seismic Load Effect (E) = = Qe +/- 0.046D O = harional selsmic foro = 2.5Qe +/- 0.046D Special Seismic Load Effect (Em) : Emh +/- Ev = 20 Q +/- 0.2SDs D PERMITTED ANALYTICAL PROCEDURES - Use Equivalent Lateral Force Analysis Simplified Analysis Equivalent Lateral-Force Analysis - Permittec Cu = 1.68 0.020 Building period coef. (C) = 0.256 sec x= 0.75 Approx fundamental period (Ta) : Tmax = CuTa = 0.431 Chn = sec Use T = 0.256 User calculated fundamental period (T) = 6 ASCE map = Long Period Transition Period (TL) = 0.077 Seismic response coef. (Cs) = need not exceed Cs = 0.144 Sd1 I/RT = 0.010 0.044Sdsl = 0.077 Design Base Shear V = 0.077W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT All other structures Structure Type: Allowable story drift Aa = 0.020hsx where hsx is the story height below level x

JOB TITLE BBW - The Abbot Batttle Street TFMoran Inc. 48 Constitution Drive Cambridge, MA Bedford, NH 03110 JOB NO. SHEET NO. DATE 6/21/22 CALCULATED BY ANB [phone removed] CHECKED BY TEL DATE 6/21/22 Strength Level Forces Seismic Design Category (SDC) = B Seismic Loads - cont. : le = 1.00 Sds = 0.230 CONNECTIONS Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdsw, = 0.031 Wp or Fp = 0.05Wp = Wp = weight of smaller portion 0.05 Wp Use Fp = 0.05 Wp Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Flexible diaphragm span Lf = Fp = not less than 0.2KaleWp Enter f to calculate Fp for flexible diaphragm ka= 1 Fp = Fp =0.4SdskaleWp = 0.092 Wp, but not less than 0.2Wp (rigid diaphragm) but Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) 0.092 ww Fp = 0.4SdsleWw = Use Fp = 0.10 Ww 0.10 WW but not less than Diaphragms Fp = 0.2|SdsWp + Vpx = 0.046 Wp + Vpx Seismic Design Category B & Ip=1.0, therefore ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS only required for parapets supported by bearing or shear walls Architectural Component: Signs and Billboards Importance Factor (lp): 1.0 50.0 feet 2.5 h= Component Amplitication Factor (ap) : 0.24 z/h = 12.0 feet Z= 3 homp Kesponse Moditication Factor (K) = 0.114 Wp Fp = 0.4a,SdslpWp(1+2z/h)/Rp = not greater than Fp = 1.6SdslpWp = 0.369 Wp but not less than Fp = 0.3SdslpWp = 0.114 Wp 0.069 Wp use Fp = Seismic Design Category B, therefore MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS not required Mech or Electrical Component: Wet-side HVAC, boilers, furnaces, atmospheric tanks and bins, chillers, water heaters, etc plus other mechanical components constructed of high-deformability materials. Importance Factor (lp) : 1.0 1 h= 30.0 feet Component Amplitication Factor (ap) = 50.0 feet 2.5 Z= z/h = 1.00 Comp Kesponse Moditication Factor (K) = Fp = 0.4a,SdslpWp(1+2z/h)/Rp = 0.111 Wp not greater had p=13s/pW1= 0.369 Wp use Fp = 0.111 Wp but not less than Fp = 0.3SdslpWp = 0.069 Wp

Date: 03-23-2022 Calculated By: ANB Project: BBW -The Abbot Date: 03-23-2022 Checked By: TEL Backer Panel Connection Design Note Value Equation Notation (Units) Sign Information Height H (ft) 2.75 Width 5.33 W(ft) t (ft) Thickness 0.16667 14.66 Elevation Area A (ft^ 2) 0.46 PA (ft^2) Projected Area 0 x (ft) Wall Offset 5 y (psf) Self-Weight Ls (ft) Shaft Length 0 HSS 2x2x1/4 ws (plf) Shaft Self-Weight Connection Information 0.25 Db (in) Size of Bolts nb 6 Number of Bolts 16 sh (in) Horiz. Spacing 16 Vert. Spacing sv (in) Loads Pd (Ib) Y*A Dead Load 73.2875 Wind StruWare C&C wws (psf) 36 Suction StruWare C&C wwn (psf) 36 Normal Struware other wind Case A & B 32.1 wwnAB (psf) use C&C loads Load 1 wwnC1 (psf) 39.9 wwnC2 (psf) 26.6 Load 2 Struware Arch. 0.114*(y*A+ws*Ls) E (Ibs) 11.7 Seismic Components Seismic Coefficients Design Sign Connection 1. Resultant Forces Due to Vertical Load Pd+ws*Ls Vv (Ib) Shear 73.2875 Vv/nb 12.2146 Vvb (Ib) Shear Per Bolt Pd*t/2 6.11 Mv (Ib-ft) Moment Tv (Ib) 4.58 Mv/(sv/12) Tension Tv/(nb/2) Tvb (Ib) 1.52682 Tension Per Bolt 2. Resultant Forces Due to Suction Load wWs*H*W Force P (Ib) 527.67 P/nb 87.945 Tsb (Ib) Tension Per Bolt Structural Engineers

Date: 03-23-2022 Calculated By: ANB Project: BBW -The Abbot Date: 03-23-2022 Checked By: TEL Note Equation Notation (Units) Value 3. Resultant Forces Due to Normal Wind Load Wind Normal To Case A Sign Centroid wwnAB*A 14.7125 PA (Ibs) Load Load Distance To t/2+x x1 (ft) 0.08333 Support PA/nb VnAb (Ib) Shear Per Bolt 2.45 PA*x1 1.23 Moment MnA (Ib-ft) MnA/sh Tension ThA (Ib) 0.08 0.02554 Tension Per Bolt TnAb (Ib) TnA/(nb/2) Load Offset 20% Case B From Centroid wwnAB*A Load 14.7125 PB (Ibs) Load Distance To 0.2*D+D/2+x 0.11667 x1 (ft) Support PB/nb VnBb (Ib) Shear Per Bolt 2.45 PB*x1 Moment 1.72 MnB (Ib-ft) MnB/sh 0.11 ThB (Ib) Tension TnB/(nb/2) 0.04 Tension Per Bolt TnBb (Ib) C&C wws*A 33 PB (Ibs) Load Load Distance To 0.08333 t/2+x x1 (ft) Support PB/nb VnBb (Ib) Shear Per Bolt 5.50 PB*x1 Moment MnB (Ib-ft) 2.75 MnB/sh TnB (Ib) TnB/(nb/2) ThBb (Ib) Tension Per Bolt 4. Determine Connection Wind Design Loads max(Vv,PA,PB) 73.2875 Total Shear V (Ibs) max(Vvb, VnAb, VnBb) 12.21 Bolt Shear max(TnAb,TnBb)+Tvb+Tsb 89.53 Bolt Tension Tb (Ibs) Note Notation (Units) Value Equation 5. Check Seismic E<V Wind Governs Check 6. Check Anchorage 1/4" hilti quick con Il 1" embed Selected 205 Ta (Ib) Allowable Tension 415 Allowable Shear Va (Ib) Tb<Ta Ok Tension Check Vb<Va Ok Shear Check Structural Engineers

Date: 03-23-2022 Project: BBW -The Abbot Calculated By: ANB Date: 03-23-2022 Checked By: TEL Letter Sign Connection Design Note Equation Value Notation (Units) Sign Information H (ft) 1.5 Height W(ft) Width 1.5 t (ft) Thickness 0.16667 A (ft^2) 2.25 Elevation Area 0.25 PA (ft^2) Projected Area 0 Wall Offset x (ft) 5 y (psf) Self-Weight 0 Ls (ft) Shaft Length HSS 2x2x1/4 ws (plf) Shaft Self-Weight Connection Information 0.25 Db (in) Size of Bolts nb 2 Number of Bolts sh (in) 0.5 Horiz. Spacing 0.5 sv (in) Vert. Spacing Loads Pd (Ib) Y*A Dead Load 11.25 Wind StruWare C&C 36 Suction wws (psf) StruWare C&C 36 wwn (psf) Normal Struware other wind 32.1 wwnAB (psf) Case A & B use C&C loads 39.9 Load 1 wwnC1 (psf) wwnC2 (psf) 26.6 Load 2 Struware Arch. 0.114*(y*A+ws*Ls) 1.8 E (Ibs) Seismic Components Seismic Coefficients Design Sign Connection 1. Resultant Forces Due to Vertical Load Pd+ws* Ls 11.25 Vv (Ib) Shear Vv/nb 5.625 Shear Per Bolt Vvb (Ib) Pd*t/2 0.94 Mv (Ib-ft) Moment Mv/(sv/12) Tension Tv (Ib) 22.50 Tv/(nb/2) Tension Per Bolt Tvb (Ib) 22.5 2. Resultant Forces Due to Suction Load wws*H*W 81 Force P (Ib) P/nb 40.5 Tension Per Bolt Tsb (Ib) Structural Engineers

Date: 03-23-2022 Calculated By: ANB Project: BBW -The Abbot Date: 03-23-2022 Checked By: TEL Note Equation Notation (Units) Value 3. Resultant Forces Due to Normal Wind Load Wind Normal To Case A Sign Centroid wwnAB*A PA (Ibs) 8.025 Load Load Distance To 0.08333 x1 (ft) t/2+x Support 4.01 VnAb (Ib) Shear Per Bolt PA/nb 0.67 PA*x1 Moment MnA (Ib-ft) MnA/sh 1.34 TnA (Ib) Tension 1.3375 TnAb (Ib) Tension Per Bolt TnA/(nb/2) Load Offset 20% Case B From Centroid wwnAB*A Load 8.025 PB (Ibs) Load Distance To 0.2*D+D/2+x 0.11667 x1 (ft) Support PB/nb Shear Per Bolt VnBb (Ib) 4.01 PB*x1 Moment 0.94 MnB (Ib-ft) MnB/sh TnB (Ib) 1.87 Tension TnB/(nb/2) 1.87 TnBb (Ib) Tension Per Bolt C&C wws*A 18 Load PB (Ibs) Load Distance To t/2+x 0.08333 x1 (ft) Support PB/nb 9.00 Shear Per Bolt VnBb (Ib) PB*x1 Moment MnB (Ib-ft) 1.50 MnB/sh Tension TnB (Ib) 3.00 TnB/(nb/2) 3.00 TnBb (Ib) Tension Per Bolt 4. Determine Connection Wind Design Loads 18 V (Ibs) max(Vv,PA,PB) Total Shear 9.00 max(Vvb, VnAb, VnBb) Vb (Ibs) Bolt Shear max(TnAb,TnBb)+Tvb+Tsb 66.00 Bolt Tension Tb (Ibs) Note Value Equation Notation (Units) 5. Check Seismic E<V Wind Governs Check 6. Check Anchorage #8 HILTI SELF TAPPING SCREW Selected Allowable Tension 225 Ta (lIb) 525 Allowable Shear Va (Ib) Ok Tb<Ta Tension Check Vb<Va Ok Shear Check TAN. Structural Engineers

Date: 03-23-2022 Project: BBW -The Abbot Calculated By: ANB Date: 03-23-2022 Checked By: TEL Triangle Sign Connection Design Note Equation Value Notation (Units) Sign Information 7 Height H (ft) Width W(ft) 1.75 t (ft) Thickness 1.875 Elevation Area A (ft^2) 12.25 13.13 PA (ft^2) Projected Area 0 x (ft) Wall Offset 5 y (psf) Self-Weight Ls (ft) Shaft Length 0 HSS 2x2x1/4 Shaft Self-Weight ws (plf) Connection Information 0.75 Db (in) Size of Bolts nb 6 Number of Bolts 1.167 sh (in) Horiz. Spacing 34 sv (in) Vert. Spacing Loads y*A Pd (Ib) Dead Load 61.25 Wind StruWare C&C 36 Suction wws (psf) StruWare C&C 36 wwn (psf) Normal Struware other wind 32.1 Case A & B wwnAB (psf) use C&C loads 39.9 wwnC1 (psf) Load 1 26.6 Load 2 wwnC2 (psf) Struware Arch. 0.114*(y*A+ws*Ls) 9.7 Seismic E (Ibs) Components Seismic Coefficients Design Sign Connection 1. Resultant Forces Due to Vertical Load Pd+ws* Ls Vv (Ib) Shear 61.25 Vv/nb Shear Per Bolt Vvb (Ib) 10.2083 Pd*t/2 Mv (Ib-ft) 57.42 Moment 20.27 Tv (Ib) Tension Mv/(sv/12) Tv/(nb/2) Tvb (Ib) Tension Per Bolt 6.75551 2. Resultant Forces Due to Suction Load wws*H*W 441 Force P (Ib) P/nb Tension Per Bolt Tsb (Ib) 73.5 Structural Engineers

Project: BBW -The Abbot Calculated By: ANB Date: 03-23-2022 Date: 03-23-2022 Checked By: TEL Note Equation Notation (Units) Value 3. Resultant Forces Due to Normal Wind Load Wind Normal To Case A Sign Centroid wwnAB*A 421.313 Load PA (Ibs) Load Distance To 0.9375 t/2+x x1 (ft) Support PA/nb VnAb (Ib) Shear Per Bolt 70.22 PA*x1 394.98 Moment MnA (Ib-ft) 338.46 MnA/sh Tension TnA (Ib) 112.819 Tension Per Bolt TnAb (Ib) TnA/(nb/2) Load Offset 20% Case B From Centroid 421.313 wwnAB*A Load PB (Ibs) Load Distance To 0.2*D+D/2+x x1 (ft) 1.3125 Support PB/nb VnBb (Ib) Shear Per Bolt 70.22 PB*x1 MnB (Ib-ft) Moment 552.97 MnB/sh TnB (Ib) 473.84 Tension TnB/(nb/2) TnBb (Ib) Tension Per Bolt 157.95 C&C 945 wws*A Load PB (Ibs) Load Distance To t/2+x 0.9375 x1 (ft) Support PB/nb 157.50 VnBb (Ib) Shear Per Bolt PB*x1 885.94 Moment MnB (Ib-ft) MnB/sh ThB (Ib) Tension 759.16 TnB/(nb/2) 253.05 Tension Per Bolt TnBb (Ib) 4. Determine Connection Wind Design Loads V (Ibs) 945 Total Shear max(Vv,PA,PB) 157.50 max(Vvb, VnAb, VnBb) Bolt Shear Vb (Ibs) max(TnAb, TnBb)+Tvb+Tsb Bolt Tension 333.31 Tb (Ibs) Note Value Equation Notation (Units) 5. Check Seismic E<V Wind Governs Check 6. Check Anchorage 3/8" hilti quick con Il 1" embed Selected Allowable Tension Ta (Ib) 350 305 Va (Ib) Allowable Shear Tb<Ta Ok Tension Check Vb<Va Shear Check OK TEN. Structural Engineers

HILTI The following excerpt are pages from the North American Product Technical Guide, Volume 2: Anchor Fastening, Edition 21. Please refer to the publication in its entirety for complete details on this product including data development, product specifications, general suitability, installation, corrosion and spacing and edge distance guidelines. US&CA: https://submittals.us.hilti.com/PTGVol2/ To consult directly with a team member regarding our anchor fastening products, contact Hilti's team of technical support specialists between the hours of 7:00am - 6:00pm CST. US: [phone removed] or [email removed] CA: [phone removed], ext. 6 or [email removed] Hilti, Inc. 7250 Dallas Parkway, Suite 1000 Plano, TX 75024 [phone removed] www.hilti.com

HILTI 3.3.19 HLC SLEEVE ANCHOR PRODUCT DESCRIPTION HLC Sleeve anchors Features and Benefits Anchor System • Anchor suitable for through-hole installation Bolt head - HLC-H • Anchor and masonry bit are the same diameter Hex Nut - HLC-HX • Good selection of anchor diameters, lengths and head configurations offer versatility Flat Phillips Head - HLC-FPH • Load data for concrete, hollow masonry, solid masonry and brick Tie-Wire Head - HLC-T • Extrusions on sleeve prevent the anchor from spinning in hole during installation or dropping out of overhead hole prior to applying installation torque. Acorn Nut - HLC-AC Round Head Slotted - HLC-RS Rod Coupling - HLC-RC Grout-filled Uncracked Hollow brick Ungrouted concrete concrete masonry concrete masonry MATERIAL SPECIFICATIONS Carbon steel epansion sleeves and spacer sleeves are manufactured from cold rolled steel. Carbon steel anchors are zinc plated in accordance with ASTM B633, SC 1, TYPE III. Stainless steel anchor components are manufactured from AISI Type 304 stainless steel. Table 1 - Hilti HLS Sleeve anchor specification table Nominal anchor diameter 3/4 5/8 1/2 5/16 1/4 Setting information Symbol 3/8 5/8-11 in. UNC 3/8-16 1/4-20 Thread size 5/16-18 1/2-13 3/16-24 in. Nominal bit diameter 1/2 5/16 1/4 3/8 ChIL 1 1 in. 1-1/4 1-1/2 Minimum nominal hnom embedment (51) (51) (25) (32) (25) (38) (mm) 2-5/8 2-5/8 1-3/4 in. 2-1/8 1-3/8 1-3/8 Minimum hole depth h. (67) (35) (35) (mm) (45) (67) (54) 12 ft-lb 35 18 Tinst® : : (16) (47) (Nm) (24) Installation torque 5 2 90 60 ft-lb 15 10 Tins? (122) (14) (20) (Nm) (81) (3) 1 HLC-H Bolt Head model. 2 HLC-HX, HLC-FPH, HLC-AC, HLC-RS and HLC-RC models. Anchor Fastening Technical Guide Edition 21 | 3.0 ANCHORING SYSTEMS | 3.3.19 HLC SLEEVE ANCHOR 486 Hilti, Inc. [phone removed] | en español [phone removed] | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | [phone removed]

Anchor Fastening Technical Guide, Edition 21 Table 2 - Carbon steel sleeve anchor allowable loads in concrete f'. = 6,000 psi / c= 4,000 psi f'. = 2,000 psi Nominal Nominal Bolt Tension Shear 2 Shear 2 Tension Shear 2 Tension embedment anchor diameter Ib Ib lb Ib (kN) (kN) Ib (KN) in. diameter (mm) Ib (kN) (kN) in. (KN) 305 250 (1.1) (1.4) 305 250 (1.1) 305(1.4) (1.4) 3/16 225(1.0) (25) 1/4 500 560 560 450 560 (2.5) 350 (2.2) 25) 1 (2.0) (2.5) (1.5) (25) 5/16 1/4 890 700 (3.9) 870 870 (4.4) (3.1) 450 565 (2.0) (32) (3.9) (2.5) 5/16 1-1/4 3/8 1,100 1,325 (5.9) 925 (4.9) (5.9) (5.6) (4.1) 675 1,250 1,325 1-1/2 (38) (3.0) 3/8 1/2 1,950 1,500 1,750 2,295 (10.2) 2,295 (10.2) (6.7) (8.7) (7.8) 2 1,035 (4.6) (51) 5/8 12 1,950 1,500 1,750 1,125 3,000 (13.3) (7.8) (8.7) (51) (6.7) 2 3,010 (13.4) (5.0) 5/8 3/4 Based on a safety factor of 4.0. 2 For 1/4- and 3/8-in, flat phillips and round head anchors, shear values should be reduced by 57% due to the potential of the shear acting through the hollow portion of the head. Table 3 - Stainless steel sleeve anchor allowable loads' Hollow C-90 concrete block? = 4,000 psi f'. = 2,000 psi Nominal Nominal Shear Shear Tension Shear Tension Tension embedment anchor lb Ib lb Ib (KN) (KN) (kN) (kN) (kN) diameter in. (mm) (KN) 300 400 450 235 (1.8) 200 450 (0.9) (2.0) 1-1/8 (2.0) (1.0) (29) (1.3) 1/4 310 410 600 675 (1.5) 335 (3.0) (1.4) (3.0) (32) (1.8) (2.7) 5/16 1-1/4 675 600 450 890 1,000 (4.4) (4.0) 1,000 470 (4.4) (2.1) (2.7) (38) (2.0) 1-1/2 3/8 Based on using a safety factor of 4. Table 5 - Carbon steel sleeve anchor allowable loads Table 4 - Carbon steel sleeve anchor allowable loads in hollow concrete block 2,3,4 in grout-filled block 1,2,3,4,5,6,7 Nominal Nominal Nominal Edge Nominal Shear Anchor Tension embedment Tension distance Shear embedment anchor (kN) Ib in. (kN) Ib (mm) in. mm) Diameter diameter Ib (kN) in. (mm) (kN) 305 (1.4) (1.5) 350 1/4 (25) 4(101) 305(1.4) 1 290 (1.3) (25) 1/4 560 (25) 375 5/16 (2.5) (1.7) ≥ 12 (305) 435 800 (3.5) (1.9) 1-1/4 (32) 3/8 4 (101) 500(2.2) 1 385 (1.7) (25) 5/16 565 (2.5) (5.0) 1/2 1,125 1-1/2 38) ≥ 12(305) Based on using a safety factor of 4. 4 (101) 2 ASTM Specification C90, Type II. 725 (3.2) 435(1.9) 1-1/4 (32) 3/8 ≥ 12(305) 3 Installation in the mortar joints is outside the scope of the published data. Anchors are limited to one per unit cell with a minimum edge distance of 12 inches. 865(3.8) 4 (101) 605 1-1/2 (38) (2.7) 1/2 1,145 (5.1) ≥ 12(305) 1,050 (4.7) 4 (101) 2 710 (3.2) (51) 5/8 1,815 (8.1) ≥ 12 (305) 4 1,050 (4.7) (101) 2 Table 6 - Carbon steel sleeve anchor allowable loads (51) 3/4 840 (3.7) 1,970 (8.8) ≥ 12 (305) in clay brick12,3,4 1 Values are for lightweight, medium-weight or normal-weight concrete masonry units conforming to ASTM C90 with 2,000 psi grout conforming to Nominal Nominal ASTM C474. Shear Tension embedment Anchor 2 Embedment depth is measured from the outside face of the (kN) in. (KN) (mm) concrete masonry unit. Diameter 3 Values are for anchors located in the grouted cell, bed joint, cross web or any combina- 305 350 (1.4) (1.5) (25) 1/4 tion of the above. 1 4 For anchors installed in the T joint or head joint reduce tension 530 (2.3) 345 (1.5) 5/16 (25) values by 20%. 850 (3.8) (1.7) 375 3/8 1-1/4 (32) 5 Values for edge distances between 4 inches and 12 inches may be calculated by linear inter- (5.5) 435 polation. 1,230 (38) (1.9) 1/2 1-1/2 6 Anchors are limited to one per unit cell. 7 Based on using a safety factor of 4. 2 Bus to orde strength vartations enc Due to wide strength variations encountered in masonry, these values should be 3.3.19 3 Installation in the mortar joints is outside the scope of the published data. Minimum anchor spacing shall be two (2) complete bricks in any direction. Minimu ge distance shall be the lesser of two (2) complete bricks or 16 inches in any directi 487 nchor Fastening Technical Guide Edition 21 | 3.0 ANCHORING SYSTEMS | 3.3.19 HLC SLEEVE ANCHOP tilti, Inc. [phone removed] | en español [phone removed] | www.hilt.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-445

HITI INSTALLATION INSTRUCTIONS Installation Instructions For Use (IFU) are included with each product package. They can also be viewed or downloaded online at www.hilti.com. Because of the possibility of changes, always verify that downloaded FU are current when used. Proper installation is critical to achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the IFU. ORDERING INFORMATION' Round head slotted (RS) Nominal inimu nbedme Bolt thread bit diameter Description Qty / box HLC-RS 1/4 x 1-1/4 100 1/4 3/16-24 100 HLC-RS 1/4 x 2 1/4 3/16-24 100 1/4 3 HLC-RS 1/4 x 4 3/16-24 A Bolt head (H) Minimum Fastens Nominal embedment bit diameter Bolt thread Qty / box materials up to Description 1 100 5/16 1/4-20 5/8 HLC-H 5/16 x 1-5/8 1-5/8 100 1/4-20 1 5/16 HLC-H 5/16 x 2-5/8 1-1/4 5/8 5/16-18 HLC-H 3/8 × 1-7/8 3/8 50 HLC-H 3/8 x 3 1-1/4 5/16-18 1-3/4 3/8 50 1/2 3/4 3/8-16 1-1/2 HLC-H 1/2 x 2-1/4 1-1/2 25 HLC-H 1/2 x 3 3/8-16 1/2 1-1/2 25 1-1/2 2-1/2 HLC-H 1/2 x 4 1/2 3/8-16 A Flat phillips head (FPH) Fastens Minimum Nominal Bolt thread embedmen bit diameter Qty / box materials up to Description 100 HLC-FPH 1/4 x 1-3/8 3/8 3/16-24 1/4 100 1 3/16-24 1/4 HLC-FPH 1/4 x 2 100 1 2 3/16-24 1/4 HLC-FPH 1/4 x 3 100 3 1 1/4 3/16-24 HLC-FPH 1/4 x 4 1-1/4 50 1-1/2 3/8 5/16-18 HLC-FPH 3/8 x 2-7/8 50 1-1/4 - 2-3/4 5/16-18 3/8 HLC-FPH 3/8 x 4 1-1/4 3-3/4 25 3/8 5/16-18 25 4-3/4 1-1/4 5/16-18 3/8 HLC-FPH 3/8 x 6 1 All dimensions in inches Definition of nomenclature utside diameter of sleeve, see tables for threaded bolt diameter HLG-AC 774 X 1-3/8 The overall length from bottom Nut configuration of washer to end of sleeve Anchor Fastening Technical Guide Edition 21 | 3.0 ANCHORING SYSTEMS | 3.3.19 HLC SLEEVE ANCHO 488 Hilti, Inc. [phone removed] | en español [phone removed] | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-445

Anchor Fastening Technical Guide, Edition 21 A Hex nut (HX) Fastens Minimum materials up to Bolt thread embedment Description 1 1/2 1/4-20 HLC-HX 5/16 x 1-5/8 1/4-20 1 -1/2 1 HLC-HX 5/16 x 2-5/8 5/8 5/16-18 1-1/4 HLC-HX 3/8 x 1-7/8 HLC-HX 3/8 x 3 1-3/4 5/16-18 1-1/4 3/8-16 HLC-HX 1/2 x 2-1/4 3/4 1-1/2 1-1/2 3/8-16 1-1/2 HLC-HX 1/2 x 3 1-1/2 2-1/2 3/8-16 HLC-HX 1/2 x4 3/8-16 1-1/2 4-1/2 HLC-HX 1/2 x 6 1/4 1/2-13 2 HLC-HX 5/8 x 2-1/4 1/2-13 2-1/4 2 HLC-HX 5/8 x 4-1/4 4 2 1/2-13 HLC-HX 5/8 x 6 2 5/8-11 1/2 HLC-HX 3/4 x 2-1/2 5/8-11 2 1-3/4 HLC-HX 3/4 x 4-1/4 2 5/8-11 3-3/4 HLC-HX 3/4 x 6-1/4 3/4 A Acorn head (AC) Fastens Minimum Nominal embedment materials up to bit diameter Description Bolt thread Qty / box 100 3/16-24 3/8 1/4 HLC-AC 1/4 x 1-3/8 100 3/16-24 1 1-1/4 1/4 HLC-AC 1/4 x 2-1/4 -A- fiMtninuto 304SS sleeve anchors Fastens Nominal Minimum materials up to Bolt thread bit diameter embedment Description Qty / box 1-1/8 100 3/16-24 1-1/8 1/4 HLC-HX 304SS 1/4 x 2-1/4 HLC-HX 304SS 5/16 x 1-1/2 1/4 1/4-20 100 5/16 1-1/4 100 1/4-20 5/16 1-1/4 HLC-HX 304SS 5/16 x 2-1/2 1-1/4 50 5/16-18 3/8 HLC-HX 304SS 3/8 x 1-7/8 3/8 1-1/2 50 HLC-HX 304SS 3/8 x 3 5/16-18 1-1/2 3/8 1-1/2 Rod coupling (RC) Faster Nomina it diamete Bolt thread naterials up t Qty / box Description Minument 50 5/16 x 3/8 1-1/4 5/16-18 3/8 HLC-RC 3/8 x 1-7/8 25 3/8 x1/2 1-1/2 1/2 3/8-16 HLC-RC 1/2 x 2-1/4 -A→ Tie-wire head (T) 3.3.19 Minimum Nominal Qty /box embedment bit diameter Bolt thread Description 50 1-3/8 3/16-24 1/4" HLC-T 1/4 x 1-3/8 1 All dimensions in inches Definition of nomenclature Outside diameter of sleeve, see tablesfor threaded bolt diameter HLC-AC 1/4 X 1-3/8 The overall length from bottom of washer to end of sleeve Nut configuration chor Fastening Technical Guide Edition 21 | 3.0 ANCHORING SYSTEMS | 3.3.19 HLC SLEEVE ANCHO 489 Iti. Inc. [phone removed] | en español [phone removed] | www.hilti.com | Hilti (Canada) Corporation | www.hilti.ca | 1-800-363-44

HILT KWIK-CON II+ CONCRETE AND MASONRY SCREW

HILT! KWIK-CON II+ CONCRETE AND MASONRY SCREW PRODUCT DESCRIPTION KWIK-CONN II+ concrete and masonry screw anchors Anchor System Features and Benefits • Improved silver KWIK Cote finish that exceeds 1000 hours of protection from red rust in ASTM B117 • Salt spray testing • More durable than zinc plating • Zinc electroplating and passivation with chromate require toxic chemicals. The KWIK Cote zinc rich organic finish is easy on the environment KWIK-CON Il+ fastener • Zinc electroplating and passivation with chromate require toxic chemicals. The KWIK Cote zinc rich organic finish is easy on the environment • Applicable specific carbide tipped bits optimize performance in concrete or masonry • Torx Hex washer head for fast secure driving • Torx or Phillips flat head for countersunk KWIK-CON Il+ drive tool, and a Hilti matched tolerance carbide-tipped drill bit. Uncracked concrete Approvals/Listings NOA 12-0625.05 Metro-Dade County February 2020 2

KWIK-CON II+ Concrete and Masonry Screw MATERIAL SPECIFICATIONS Carbon steel expansion sleeves and spacer sleeves are manufactured from cold rolled steel. Carbon steel anchors are zinc plated in accordance with ASTM B633, SC 1, Type III. Stainless steel anchor components are manufactured from AISI Type 304 stainless steel. MATERIAL SPECIFICATIONS • Screws manufactured from 1018 to 1022 cold rolled steel case hardened to HRC 45 minimum Carbon Steel with KWIK Cote • Minimum tensile strength and yield strength for the 1/4-in. is 138 ksi and 137 ksi, respectively Minimum tensile strength and yield strength for the 3/16-in. is 138 ksi and 137 ksi, respectively KWIK Cote is a zinc-rich basecoat with an aluminum-rich topcoat. KWIK Cote corrosion resistant coating • Screws manufactured from AISI Type 410 stainless steel. Minimum tensile strength and yield strength for the 1/4-in. is 184ksi and 157 ksi, respectively AISI Type 410 stainless steel1 • Minimum tensile strength and yield strength for the 3/16-in. is 194 ksi and 170 ksi, respectively • Tapered flat head with #3 Phillips recess for 3/16- and 1/4-in. anchors • Tapered flat head with T-25 TORX recess for 3/16-in. anchor • Tapered flat head with T-27 TORX recess for 1/4-in. anchor Head Styles • 5/16-in. hex washer with internal T-25 TORX recess for 3/16- and 1/4-in. anchors • Maximum 0.507 in. for 3/16- and 1/4-in. tapered Philips flat head and 1/4-in. tapered T-27 TORX flat head anchors Head diameter Maximum 0.385 in. for 3/16-in. tapered T-25 TORX flat head anch Maximum 0.432 in. maximum for 3/16- and 1/4-in. T-25 TORX hex washer head ancho • Nominal 3/16-in., Major dia. is 0.217 inches, Minor2 is 0.145 inches Thread diameter • Nominal 3/16-in. is 0.170 inches Shank diameter • Nominal 1/4-in. is 0.224 inches 1-1/4, 1-3/4, 2-1/4, 2-3/4, 3-1/4, 3-3/4, 4 (See ordering information section) Lengths (in.) • Trilobular, cold formed. Thread design • Nominal 3/16-in. have 8 tpi. • Nominal 1/4-in. have 8 tpi. Threads per inch Inches of thread per fastene 1.875 inches maximun • Ductility at 10° minimum Bending capacity This is not a controlled dimension. 2 Minoria teter i ate ail strength are the verage or ren sa meles. ment on a tested sa ripes: These are not minimum stel properties or mihimum manufacturing speciations 3 February 2020

HILTI DESIGN INFORMATION IN CONCRETE PER ALLOWALBLE STRESS DESIGN Table 1 - Tension and shear allowable loads in concrete 1,2 Nominal f'. = 4,000 psi f'. = 6,000 psi f. = 2,000 psi anchor Nominal Shear Shear Tension Tension embedment Tension Shear diameter Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) (in.) Ib (kN) in. (mm) 185 260 280 100 125 260 3/16 (0.82) (1.25) (1.16) (0.56) (0.44) (1.16) (25) 265 325 295 275 300 260 1-3/4 3/16 (1.45) (1.33) (1.31) (1.22) (1.18) (1.16) (44) 540 275 240 325 190 390 1 1/4 (1.07) (1.73) (2.40) (1.45) (1.22) (0.85) (25) 600 600 525 475 425 560 1-3/4 1/4 (2.3) (1.89) (2.67) (2.82) (2.49) (2.1) (44) Screws installed in holes drilled with Hilti TKC carbide bits. 2 Allowable loads are based on a safety factor of 4. Table 2 - Tension and shear ultimate loads in concrete Nominal f'. = 6,000 psi f'. = 4,000 psi f'. = 2,000 psi Nominal anchor Shear Shear Tension Shear Tension Tension embedment diameter Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) lb (kN) in. (mm) (in.) 1,150 750 500 400 1,050 1 1,050 3/16 (5.12) (3.34) (2.22) (4.67) (1.78) (25) (4.67) 1,300 1,070 1,200 1,180 1,050 1,100 1-3/4 3/16 (5.25) (4.76) (5.34) (5.78) (4.67) (4.89) (44) 1,575 2,175 760 970 1,300 1,100 1 1/4 (9.68) (4.31) (7.01) (4.89) (25) (3.38) (5.78) 2,400 1,900 2,100 2,400 1-3/4 2,250 1,700 1/4 (10.7) (8.5) (9.3) (10.7) (44) (70.0) (7.56) 1 Screws installed in holes drilled with TKC bits. Table 4 - Tension and shear allowable loads Table 3 - Tension and shear allowable loads in red brick1,2,3 in hollow block1,2,3,4 Nominal Nominal Nominal anchor Nominal anchor Tension embedment Shear diameter embedment diameter Shear Tension Ib (kN) Ib (kN) in. (mm) Ib (kN) (in.) in. (mm) Ib (kN) (in.) 125 235 150 225 1 1 3/16 3/16 (0.56) (1.05) (25) (0.67) (1.00) (25) 300 350 290 300 1-3/4 1-3/4 3/16 3/16 (1.56) (1.33) (1.29) (1.33) 165 415 205 275 1/4 1/4 (1.85) (0.91) (25) (1.22) (0.73) (25) 500 350 400 1-3/4 310 1-3/4 1/4 1/4 (2.22) (44) (1.38) (1.56) (44) (1.78) All values for anchors installed in hollow concrete masonry with a minimum prism strength of 1.500 psi. Concrete block may be lightweight, medium-weight or normal-weight conforming The wite variations mounted in the compresser senior one ice on e considered guide values. to ASTM C90. Allowable loads are based on a safety factor of 4. 2 Screws installed in holes drilled with TKB bits. 3 Installation in the mortar joints is outside the scope of the published data. 3 Allowable loads calculated using a factor of safety of 4. 4 Installation in the mortar joints is outside the scope of the published data. Combined shear and tension loading Load values are for anchors installed a minimum of sixteen diameters on center and / Va a minimum edge distance of sixteen diameters. Anchor spacing may be reduced to ≤ 1.0 + (N) twelve diameters provided loads are reduced by 20 percent. Edge distance may be Vrec Nrec reduced to six diameters provided loads are reduced by 20 percent in tension and 70 percent in shear. INSTALLATION INSTRUCTIONS Installation Instructions For Use (FU) / Operating Instructions (Ol) throughout the document are included with each product package. They can also be viewed or downloaded online at www.hilti.com. Because of the possibility of changes, always verify that downloaded FU are current when used. Proper installation is critical to achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the (IFU)/Operating Instructions (Ol). February 2020 4

KWIK-CON II+ Concrete and Masonry Screw ORDERING INFORMATION' KWIK-CON II+ fasteners 5/16 - in. Magnetic nut setter or T-25 TORX bit Diameter Description Thread length Total length Shank length 3/16 KWIK-CON II+ 316-114 THWH 1-1/4 1-1/4 1-1/4 3/16 KWIK-CON II+ 316-114 THWH Bulk 1-1/4 1-3/4 1-3/4 KWIK-CON II+ 316-134 THWH 3/16 1-3/4 o0° KWIK-CON II+ 316-134 THWH Bulk 1-3/4 3/16 3/16 KWIK-CON II+ 316-214 THWH 1-3/4 2-1/4 KWIK-CON II+ 316-234 THWH 3/16 1-3/4 2-3/4 1-3/4 KWIK-CON II+ 316-234 THWH Bulk 3/16 2-3/4 KWIK-CON II+ 316-314 THWH 1-1/2 3-1/4 3/16 1-3/4 2 1-3/4 KWIK-CON II+316-334 THWH 3-3/4 3/16 2-1/4 4 KWIK-CON II+ 316-4 THWH 1-3/4 3/16 5/16 - in. Magnetic nut setter or T-25 bit Thread length Diameter Total length Description Shank length 0 1-1/4 1-1/4 KWIK-CON II+ 14-114 THWH 1/4 0 1-1/4 KWIK-CON II+ 14-114 THWH Bulk 1-1/4 1/4 0 1-3/4 1-3/4 1/4 KWIK-CON I|+ 14-134 THWH 1-3/4 1-3/4 1/4 KWIK-CON II+ 14-134 THWH Bulk 1-3/4 2-1/4 1/2 KWIK-CON II+ 14-214 THWH 1/4 1 2-3/4 1-3/4 KWIK-CON II+ 14-234 THWH 1/4 1 1-3/4 2-3/4 1/4 KWIK-CON II+ 14-234 THWH Bulk 1-3/4 1-1/2 3-1/4 KWIK-CON II+ 14-314 THWH 1/4 2 KWIK-CON II+ 14-334 THWH 1-3/4 3-3/4 1/4 2 3-3/4 1-3/4 KWIK-CON II+ 14-334 THWH Bulk 1/4 2-1/4 4 1-3/4 1/4 KWIK-CON II+ 14-4 THWH 1-1/4 1-1/4 KWIK-CON II+ 14-114 THWH Stainless Steel 1/4 1 2-3/4 1-3/4 KWIK-CON II+ 14-234 THWH Stainless Steel 1/4 T-25 TORX bit Shank length Diameter Total length Thread length Description 1-1/8 1-1/4 3/16 KWIK-CON II+ 316-114 TH 0 1-5/8 KWIK-CON II+ 316-134 TH 1-3/4 3/16 0 1-3/4 1-5/8 KWIK-CON II+ 316-134 TFH Bulk 3/16 3/8 2-1/4 1-3/4 KWIK-CON II+ 316-214 TH 3/16 1-3/4 7/8 2-3/4 3/16 KWIK-CON II+ 316-234 TFH 1-3/4 2-3/4 7/8 KWIK-CON II+ 316-234 TFH Bulk 3/16 1-3/4 3-1/4 1-3/8 3/16 KWIK-CON II+ 316-314 TH 1-3/4 3/16 3-3/4 KWIK-CON II+ 316-334 TH KWIK-CON II+ 316-334 TFH Bulk 3-3/4 1-3/4 3/16 4 KWIK-CON I|+ 316-4 TH 1-3/4 2-1/8 3/16 T-27 TORX bit Diameter Shank length Thread length Description Total length 0 1-1/4 1-1/16 KWIK-CON II+ 14-114 TH 1/4 1-3/4 1-9/16 1/4 KWIK-CON II+ 14-134 TH 1-3/4 KWIK-CON II+ 14-134 TFH Bulk 1/4 1-9/16 5/16 1-3/4 KWIK-CON II+ 14-214 TFH 2-1/4 1/4 13/16 1-3/4 2-3/4 1/4 KWIK-CON II+ 14-234 TH 1-5/16 3-1/4 1-3/4 KWIK-CON II+ 14-314 TH 1/4 KWIK-CON II+ 14-314 TFH Bulk 1-3/4 3-1/4 1-5/16 1/4 3-3/4 1-3/4 KWIK-CON I|+ 14-334 TH 1/4 1-13/16 1-3/4 4 2-1/16 1/4 KWIK-CON II+ 14-4 TH Total Length Total Length 1 All dimensions in inches Shank Thread length → length | 5 February 2020

HILTI KWIK-CON II+ fasteners #3 Phillips bit Description Thread length Shank length Total length Diameter KWIK-CON II+ 316-114 PFH 1-1/16 1-1/4 3/16 KWIK-CON II+ 316-134 PFH 1-3/4 1-9/16 3/16 KWIK-CON II+ 316-214 PFH 3/16 2-1/4 1-3/4 5/16 KWIK-CON II+ 316-234 PFH 1-3/4 3/16 2-3/4 13/16 KWIK-CON II+ 316-314 PFH 1-3/4 1-5/16 3/16 3-1/4 KWIK-CON II+ 316-334 PFH 1-3/4 1-13/16 3/16 KWIK-CON II+ 316-4 PFH 2-1/16 3/16 1-3/4 KWIK-CON II+ 316-114 PFH Stainless Steel 3/16 1-1/16 1-1/4 13/16 KWIK-CON II+ 316-234 PFH Stainless Steel 3/16 2-3/4 1-3/4 AAAAA #3 Phillips bit Description Diameter Total length Thread length Shank length KWIK-CON II+ 14-114 PFH 1-1/4 1-1/16 1/4 1-3/4 1/4 1-9/16 KWIK-CON II+ 14-134 PFH 5/16 2-1/4 1/4 1-3/4 KWIK-CON II+ 14-214 PFH KWIK-CON I|+14-234 PFH 1/4 2-3/4 13/16 1-3/4 1/4 3-1/4 1-5/16 1-3/4 KWIK-CON II+ 14-314 PFH KWIK-CON II+ 14-334 PFH 1-13/16 3-3/4 1/4 1-3/4 KWIK-CON II+ 14-4 PFH 4 1/4 1-3/4 2-1/16 KWIK-CON Il+ hex driver system Qty / pack Description 1 KWIK-CON Hex Driver Deluxe Kit KWIK-CON Hex Driver 5/16-in. Hex Driver for all THWH 5/16-in. Hex Nut Setter/Depth Locator Insert Bit Holder/Depth Locator #3 Phillips Driver for all PFH T-25 TORX Driver for 3/16-in. TH T-27 TORX Driver for 1/4-in. TH KWIK-CON Il+ matched tolerance drill bits Description For 1/4-in. KWIK-CON II+ Applications in normal-weight concrete TKC Large Concrete Bit SDS+ Hex TKC Large Concrete Bit Smooth Shank For 1/4-in. KWIK-CON Il+ Applications in lightweight concrete, brick or block TKB Large Block Bit SDS+ Hex TKB Large Block Bit Smooth Shank For 3/16-in. KWIK-CON IIt Applications in normal-weight concrete TKC Small Concrete Bit SDS+ Hex TKC Small Concrete Bit Smooth Shank For 3/16-in. KWIK-CON Il+ Applications in lightweight concrete, brick or block TKB Small Block Bit SDS+ Hex TKB Small Block Bit Smooth Shank Total Length Total Length thread length thread length Shank Shank Thread length length Thread length length 1 All dimensions in inches. February 2020 6

Hilti, Inc. [phone removed] Hilti (Canada) Corporation [phone removed] en español [phone removed] HILTI www.hilti.com www.hilti.ca

HILTI The following pages are an excerpt from the North American Produc Technical Gude, Volume 1: Dırect Fastening lechnical Gulde, Edition 21 Please refer to the publication in its entirety for complete details on this product including data development, base materials, general suitability, installation, corrosion, and product specifications. Direct Fastening Technical Gude, Edition 21 To consult directly with a team member regarding our direct fastening products, contact Hilti's team of technical support specialists between the hours of 7:00am - 5:00pm CST. US: [phone removed] or [email removed] CA: [phone removed] ext. 6 or [email removed] Hilti, Inc. 7250 Dallas Parkway, Suite 1000 Plano, Texas 75024 [phone removed] | www.hilti.com

HILT 3.6.2.1 Product description 3.6.2 SELF-DRILLING SCREWS Material specifications 3.6.2.2 3.6.2.1 PRODUCT DESCRIPTION Technical data 3.6.2.3 Product features: Hilti self-drilling screws are designed Installation instructions 3.6.2.4 to drill their own hole in steel base • Hex head for metal-to-metal materials up to 1/2" thick. These screws 3.6.2.5 Ordering information applications are available in a variety of head styles, • Flush head for wood-to-metal thread lengths and drill-flute lengths for applications screw diameters #6 through 1/4". Hilti • For metal from 0.035" to 0.500" thick self-drilling screws meet ASTM C1513, ASTM C954 and SAE J78 standards, • Winged reamers for wood over 1/2" thick as applicable. • Stitch screws for light gauge metal-to-metal • Sealing screws for water Listings/Approvals resistant fastenings ICC-ES (International Code Council) ESR-2196 with LABC/LARC Supplement (Steel and Metal Screws) ESR-3891 with LABC/LARC Supplement (Interior Finishing/Drywall Screws) 3.6.2.2 MATERIAL SPECIFICATIONS Material ELA ASTM A510 Grade 1018-1022 GODBS Heat treatment Case hardened and tempered • Sizes 8, 10 and 12: 0.004" to 0.009" case depth • Size 1/4": 0.005" to 0.011" case depth ICC-ES ESR-2196 and ESR-3891 Plating together, provide IBC recognition of Refer to Section 3.6.2.5 for screw coating information. Hilti's Self-Drilling Screw fasteners for Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, most common applications (e.g. CFS many hardened steel fasteners are not recommended for use with dissimilar metals or connections, gypsum to CFS, etc.), chemically treated wood when moisture may be present or in corrosive environments. For further including HWH, HHWH, PPH, PPFH, information, contact Hilti Technical Support at [phone removed]. PBH, PWH, PTH, PPCH, TPCH and PFTH head style screws. Wood screws are not covered in the ICC-ER's. 3.6.2.3 TECHNICAL DATA Ultimate tensile strengths - pullout (tension), Ib (kN) ,2,3,4,5,6,7 Thickness of steel member not in contact with the screw head, ga (in.) Nominal Screw 10 16 12 18 14 20 diameter designation in. (0.105) (0.135) (0.075) (0.048) (0.036) (0.060) 395 555 715 320 250 190 0.138 #6 (3.18) (1.76) (2.47) (0.85) (1.11) (1.42) 780 435 345 275 605 210 #7 0.151 (3.47) (1.93) (2.69) (0.93) (1.22) (1.53) 845 225 375 660 470 300 #8 0.164 (3.76) ((2.94) (1.67) (1.33) (2.09) (1.00) 350 435 980 765 260 545 #10 0.190 (3.40) (1.93) (2.42) (1.16) (1.56) (4.36) 870 [phone removed] 495 295 #12 0.216 (1.76) (2.76) (2.20) (4.98) (3.87) (1.31) 460 [phone removed] 1290 345 0.250 1/4 in. (3.18) (4.45) (2.05) (1.53) (5.74) (2.56) 1 The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. 2 Load values based upon calculations done in accordance with Section J4 of the AISI S100 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a factor of 0.5 be applied for LRFD design or a $ factor of 0.4 be applied for LSD design. 4 ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 5 The screw diameters in the table above are available in head styles of pan, hex washer, pancake, flat, wafer and bugle. 6 The load data in the table is based upon sheet steel with F, = 45 ksi. For F, = 55 ksi steel, multiply values by 1.22. For F, = 65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. 212

Direct Fastening Technical Guide, Edition 21 Ultimate tensile strengths - pullover (tension), lb (kN) 1.23,4,5,6,7 Thickness of steel member in contact with the screw head, ga (in.) Washer or Screw 12 18 10 16 14 20 22 head diameter designation in. (0.135) (0.075) (0.048) (0.036) (0.060) (0.030) (0.105) Hex Washer Head (HWH) 1000 1000 1000 [phone removed] 675 #8 0.335 (4.45) (4.45) (4.45) (4.45) (3.63) (3.00) (4.45) 1370 1290 1370 1370 1370 805 970 #10 0.399 (5.74) (6.09) (6.09) (6.09) (6.09) (4.31) (3.58) 1340 2100 1680 2325 2325 1010 835 #12-14 0.415 (9.34) (10.34) (4.49) (5.96) (10.34) (7.47) (3.71) 1340 2940 1010 1680 2[phone removed] #12-24 0.415 (16.81) (13.08) (5.96) (9.34) (4.49) (3.71) (7.47) 1620 2030 2530 3540 4560 1010 1220 0.500 1/4 in. (7.21) (20.28) (11.25) (13.75) (9.03) (5.43) (4.49) Phillips Pan Head (PPH) 980 1000 1000 1000 1000 735 615 #7 0.303 (4.45) (3.27) (4.45) (4.36) (2.74) (4.45) (4.45) 1000 1000 [phone removed] 1000 630 #8 0.311 (4.45) (4.45) (4.45) (3.36) (4.45) (2.80) (4.45) 1180 1370 1370 1370 1370 740 885 0.364 #10 (6.09) (5.25) (6.09) (6.09) (6.09) (3.29) (3.94) Phillips Truss Head (PTH) 1000 1000 1000 1000 1000 1000 830 #8 0.411 (4.45) (4.45) (4.45) (4.45) (4.45) (4.45) (3.69) 1390 1390 1390 1390 1050 1390 875 #10 0.433 (6.18) (6.18) (6.18) (6.18) (6.18) (4.67) (3.89) Phillips Pancake Head (PPCH) 1325 1370 1370 [phone removed] 830 0.409 #10, #12 (5.89 (6.09) (6.09) (6.09) (6.09) (4.43) (3.69) Phillips Flat Truss Head (PFTH) 1180 1475 2170 2170 1840 740 885 0.364 #10 (9.65) (6.56) (9.65) (8.18) (3.94) (3.29) (5.25) The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design 2 Load values based upon calculations done in accordance with Section J4 of the AISI S100 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, ad factor of 0,5 be applied for RFD design or a d factor of 0.4 be applied for LSD design. ANS/ASME standard screw head diameters were used in the calculations and are listed in the tables. he load data in the table is based upon sheet steel with F.= 6 Refer to Section 3.6.2.5 for drilling capacities. Nominal ultimate fastener strength of screw Torsional strength 2 Min. torsional strength Nominal fastener strength Nominal Size Screw in-lb (Nm) near, r diameter Tension, Pts designation (KIN) 6-20 24 (2.7) (in.) Ib (kN)" 890 1000 (4.3) 38 (4.45) #6-20 0.138 7-18 (3.96) (4.8) 42 890 1000 0.151 8-18 (4.45) #7-18 (3.96) 1000 1170 61 (6.9) #8-18 0.164 10-12 (4.45) (5.20) 61 1645 2170 0.190 10-16 (6.9) (9.65) #10-12 (7.32) (6.9) 61 10-18 1215 0.190 1370 #10-16 (6.09) (5.40) 1645 65 0.190 (7.3) 10-24 #10-18 (6.18) 1390 (7.32) 1880 92 (10.4) 0.216 #12-14 12-14 2325 (8.36) (10.34) 2285 100 #12-24 0.216 (11.3) 12-24 3900 (17.35) (10.16) 150 2440 (17.0) 1/4-14 4580 0.250 (20.37) (10.85) 1/4 in. 156 (17.6) 1/4-20 The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. The Pullout and Pullover tables in this section have already been adjusted where screw strength governs. 1 Based on screw only. Does not consider base material limitations. 2 The lower of the ultimate shear fastener strength and shear bearing should be used for design. The Shear Bearing table in this section has already been adjusted where screw strength governs. 2 Values in table are ultimate torsional strengths. To obtain maximum setting torque, multiply values in table 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a factor of 0.5 be applied for RFD design or a $ factor of 0.4 be applied for LSD design. by 0.66. 213

HILT! Ultimate shear strengths - bearing (shear), lb (kN)1.234,5,6,7 Thickness of steel Thickness of steel member not in contact with the screw head, ga (in.) Nominal member in contact with Screw diameter screw head designation 14 (0.075) ≥ 12(0.105) 18(0.048) in. 20 (0.036) 16 (0.060) ga (in.) 660 660 660 (2.94) (2.94) 500 660 (2.94) (2.22) (2.94) 20(0.036) 880 880 770 500 (3.11) (3.91) (3.91) (2.22) 880(3.91) 18(0.048) #7 0.151 (2.22) 770 (3.96) (3.96) 890 890 500 (3.11) 890 (3.96) ≥ 16(0.060) 715 715 (3.18) 715 (2.34) 715(3.18) 525 (3.18) (3.18) 20(0.036) (4.25) 805 955 (2.34) 955 (3.58) 525 #8 (4.25) 955 (4.25) 18(0.048) 0.164 805 (2.34) 1120(4,98) 1170(5.20) 525 (3.58) 1170(5.20) ≥ 16 (0.060) 830 830 (3.69) 830(3.69) (2.51) 565 (3.69) 830 3.69) 20(0.036) 865 1110(4.94) (3.85) 1110(4.94) 565(2.51) 1110(4.94) 18(0,048) 0.190 #10-12 1390(6.18) 865 1210(5.38) (3.85) 1390(6.18) 565 (2.51) 16(0.060) 865 1210(5.38) (3.85) 1645(7.32) 1645(7.32) 565 (2.51) ≥ 14(0.075) 830 (3.69) 830(3.69) 830 565 (3.69) (2.51) 830 (3.69) 20(0.036) 865 1110(4.94) (3.85) 1110(4.94) 1110(4.94) 565(2.51) 0.190 #10-16 18(0.048) 865 1215(5.40) (3.85) 1215(5.40) 1210 (5.38) ≥ 16(0.060) 565(2.51) 830 830 830 (3.69) 830 565 (2.51) (3.69) (3.69) (3.69) 20(0.036) 1110 1110 1110 (4.94) (4.94) (3.85) 865 565 (4.94) (2.51) 18(0.048) #10-18 0.190 1390 1390 865 (3.85) 1210 (6.18) (6.18) (5.38) (2.51) 565 16(0.060) 1645 1645 865 (3.85) 1210 (2.51) (7.32) (7.32) (5.38) 565 ≥ 14(0.075) 945 945 930 945 (4.20) (4.20) (4.20) (2.67) (4.14) 600 20(0.036) [phone removed] (5.60) 1260 (5.60) (2.67) (5.60) (4.11) 600 18(0.048) 0.216 #12-14 1290 1570 (6.98) 925 1570 (6.98) (4.11) (5.74) 600 (2.67) 16(0.060) 1290 1800 (8.36) (8.00) 1880 925 (5.74) (4.11) (2.67) 600 ≥ 14(0.075) 945 945 (4.20) 945 930 (4.20) (4.20) (4.14) (2.67) 600 20(0.036) 1260 1260 1260 (5.60) (5.60) (5.60) 925 (2.67) (4.11) 600 18 (0.048) 1570 [phone removed] (6.98) (6.98) (2.67) (4.11) (5.74) 600 0.216 16(0.060) #12-24 1970 1800 (8.76) (2.67) 925 1290 (5.74) (8.00) (4.11) 600 14(0.075) 2285 1800 (10.16) 1290 (2.67) 925 (5.74) (8.00) (4.11) 600 ≥ 12 (0.090) 1090 1090 1090 1020 (4.54) (4.85) (4.85) (2.87) (4.85) 645 20 (0.036) 1460 1460 (6.49) 1400 995 (6.23) (6.49) (2.87) 645 (4.43) 18(0.048) [phone removed] (8.10) 1820 (6.18) (8.10) (2.87) 645 (4.43) 0.250 16(0.060) 1/4 in. 995 1940 1390 2280(10.14) (8.63) (6.18) (4.43) 14(0.075) 645 (2.87) 995 1390 2440(10.85) 1940 (6.18) (8.63) 645(2.87) (4.43) ≥ 12(0.090) 1 The lower of the ultimate shear bearing and shear fastener strength of screw should be used for desigr 2 Load values based upon calculations done in accordance with Section J4 of AISI S100 4 ANSAS standards readia mater ere used iptied car alans earl ted in the factor of 0.5 be appled for LAFD design or a factor of 0.4 be applied for LSD design. 5 Load values in table are for Hex Washer Head (HWH and HHH), Phillips Pan Head (PPH), Phillips Truss Head (PTH), Phillips Pancake Head (PPCH), and Phillips Flat Truss Head (PFTH) stvle screws. Phillips Bugle Head (PBH) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not intended for attachment of steel to steel. 6 The load data in the table is based upon sheet steel with F = 45 ksi. For F=55 ksi steel, multiply values by 1.22. For F=65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. 3.6.2.4 INSTALLATION INSTRUCTIONS For general discussion of Hilti screw fastener installation, reference Section 3.6.1.7. For allowable diaphragm shear loads and stiffness values for steel roof or floor deck utilizing Hilti self-drilling screws as frame or sidelap fasteners, reference Section 3.5 and download Hilti's Profis DF software at www.hilti.com/decking (US), or www.hilti.ca (Canada). To estimate the number of sidelap screws on a steel roof or floor deck project, reference Section 3.5.1.5. Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at [phone removed]. 214

Direct Fastening Technical Guide, Edition 21 3.6.2.5 ORDERING INFORMATION Collated self-drilling screws Light/medium gauge metal applications (sidelap) Drilling Capacity Maximum Total Thread Box qty Min Max Coating? Recess Thickness (MT) Description length 0.095" 250 3/32" Zinc-2 0.018" 0.100" 5/16" S-SLC 01 M HWH Collated 5/8" Zinc-1 250 5/16" 0.028" S-SLC 02 M HWH Collated 0.375" 3/4" 3/8" 0.120" 0.028" 250 5/16" 0.188" 0.120" Zinc-1 S-MD 10-16 x 7/8 HWH Collated 3/8" 3/16" Medium/heavy gauge metal applications (frame fastener) Drilling capacity Thread Maximum total Max Coating? Min Box qty Recess Description length thickness (MT)' 250 Zinc-1 0.375" 0.175" 3/8' 5/16" 1/2" 0.110" S-MD 10-16 x 3/4 HWH#3 Collated 250 0.312" 0.375" Zinc-1 0.175" 3/8" 1/2' 5/16" S-MD 12-24 x 7/8 HWH#4 Collated 1 Refer to Figure in Section 3.6.1.5. 2 For coating abbreviations, Zinc-1 = EN/ISO 4042 A3F; Zinc-2 = Cr3 + (Cr6 + free) 8-14 um. For more information on corrosion resistance, reference Section 3.6.1.6. HWH PWH #5 Point Stitch HWH HWH PPH with bonded with wings Kwik-Seal washer Single Self-Drilling Screws Sidelap (unsupported metal sheets) Drilling capacity Maximum total Thread Max Recess Box qty Min length Coating? thickness (MT)' Description 3000 0.120" Zinc-1 5/16 3/8" 0.375" 0.028" 3/4" S-MD 12-14x1 HHWH Stitch 6000 0.188" 0.120" Zinc-1 5/16" 0.028" 3/16" 3/8" S-MD 10-16x7/8 HHWH Pilot Point 0.313" 2500 Kwik-Cote 0.028" 5/16" 0.140" 1/2" 5/16" S-MD 1/4-14x7/8 HWH Stitch Kwik-Seal 1 Refer to Figure in Section 3.6.1.5. 2 Section 3. breviations, Zinc-1 - EN/SO 4042 A3F; Kik Cote - Proprietary Coating, Section 3,6.2.2 For more information on corrosion resistance, reterence 215

HILTI Light gauge applications: steel to steel Drilling Capacity Thread Maximum Total Box Qty length Max Coating? Min Thickness (MT)' Recess Description 1000 0.035" 0.125" 0.100" 1/8' 1/4" S-MD 8-18x1/2 HWH #2 1/4" Zinc-1 0.035" 0.100" 1/4" S-MD 8-18x3/4 HWH #2 3/8" Zinc-1 1000 1/2" 0.375" 0.035" Zinc-1 1/8" 0.100" PHL #2 1000 1/4" S-MD 8-18x1/2 PPH #2 0.125" 0.035" 0.110" 0.188" 5/16" 5/16" 8500 3/16" Zinc-1 S-MD 10-16x1/2 HWH #2 0.035" 0.110" 5/16" 6500 0.313" Zinc-1 5/16" 1/2" S-MD 10-16x3/4 HWH #2 0.035" 0.500" 0.110" S-MD 10-16x1 HWH #2 1/2" 5000 Zinc-1 5/16" 3/4" Refer to Figure in Section 3.6.1.5. 2 For coating abbreviations, Zinc-1 - EN/ISO 4042 A3F For more information on corrosion resistance, reference Section 3.6.1.6. Light/medium gauge metal applications Drilling capacity Maximum total Max Box Qty Min Recess thickness (MT)' Description 0.175" 7500 0.110" 3/16" S-MD 10-16x5/8 HWH #3 0.187" 5/16" 0,175" 0.110" 6500 3/8" 0.375" S-MD 10-16x3/4 HWH #3 5/16" 0.375" 0.110" 6500 0,175" 3/8" 5/16" S-MD 10-16x3/4 HHWH #3 - 0.110" 5/8" 0,175" 0.625" S-MD 10-16x1 HWH #3 5000 5/16" 0.110" 0.175" 0.875" 4000 7/8" S-MD 10-16x1 1/4 HWH #3 5/16" 0.110" 0,175" 1-1/8" 4000 5/16" 1.125" S-MD 10-16x1 1/2 HWH #3 0.110" 0.175" 0.313" 7500 S-MD 10-16x5/8 PPH #3 PHL #2 5/16" 0.110" 6500 0.375" 0,175" PHL #2 3/8" S-MD 10-16x3/4 PPH #3 1183233 0.175" 5/16" Zinc-1 PHL #2 0.313" 0.110" S-DD 10-16x5/8 PPCH #3 7500 Zinc-1 PHL #2 7500 0.110" 0.175" 3/8" 0.375" S-DD 10-12x3/4 PFTH #3 0.110" 0.175" 5000 Zinc-1 0.375" 3/8" PHL #2 S-DD 10-18x3/4 PTH #3 5/16" 5000 Zinc-1 0.110" 0.210" 0.313" 5/16" S-MD 12-14X3/4 HWH #3 0.110" 0.210" 0.562" Zinc-1 9/16" 3000 S-MD 12-14x1 HWH #3 5/16" 0.210" Zinc-1 1-1/16" 0.110" 2500 1.062" 5/16" S-MD 12-14x1 1/2 HWH #3 0.210" Zinc-1 1.562" 0.110" 1-9/16" 2000 5/16" S-MD 12-14x2 HWH #3 0.110" 1/2" 0.500" 0.210" Zinc-2 TX 25 HF 7500 S-DD 12-14x1 TPCH #3 Zinc-1 0.110" 0.220" 0.313" 4000 5/16" 3/8" S-MD 1/4-14x3/4 HWH #3 0.220" Zinc-1 3000 3/8" 9/16" 0.562" S-MD 1/4-14x1 HWH #3 0.110" Zinc-1 0.220" 2000 1.062" 0.110" 3/8" 1-1/16" S-MD 1/4-14x1 1/2 HWH #3 Zinc-1 0.110" 0.220" 3/8" 1.562" 1000 1-9/16" S-MD 1/4-14x2 HWH #3 3000 0.110" 0.210" Kwik-Cote 0.125" 5/16" 1/8" S-MD 12-14x3/4 HWH #3 Kwik-Seal 2500 Kwik-Cote 0.110" 0.210" S-MD 12-14x1 HWH #3 Kwik-Seal 5/16" 318" 0.375" 2000 5/8" 0.110" Kwik-Cote 0.210" 0.625" 5/16" S-MD 12-14x1 1/4 HWH #3 Kwik-Seal 7/8" Kwik-Cote 2000 0.210" 0.110" 0.875" 5/16" S-MD 12-14x1 1/2 HWH #3 Kwik-Seal 1500 5/16" Kwik-Cote 0.210" 0.110" 1.375' S-MD 12-14x2 HWH #3 Kwik-Seal 1-3/8" 2000 0.375" 3/8' Kwik-Cote 3/8" 0.110" 0.220" S-MD 1/4-14x1 HWH #3 Kwik-Seal 1500 | Kwik-Cote 3/8' 0.875" 0.110" 7/8" 0.220" S-MD 1/4-14x1 1/2 HWH #3 Kwik-Seal 2 For co fig are ir sections, 2in- - EN/SO A3F; Zinc-2 - Cra+ (Crt free) 8-14 um, Kwik-Cote - Proprietary Coating, Section 3,622. For more information on corosion resistance, Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at [phone removed]. 216

Direct Fastening Technical Guide, Edition 21 Single self-drilling screws - heavy gauge metal applications Drilling capacity Thread Maximum total Max length Box Qty Min Description Coating? thickness (МТ) Recess 4500 S-MD 12-24x7/8 HWH #4 1/4" 0.175" 0.250" 0.250" Zinc-1 5/16" 1/2" 0.625" 0.250" 3500 Zinc-1 5/8" 0.175" 5/16" S-MD 12-24x1 1/4 HWH #4 3/4" 0.437" 4000 S-MD 12-24x1 1/4 HWH #5 5/16" Zinc-1 0.250" 7/16" 0.500" 1/2' 4000 KwikCote 0.313" 0.500" 0.250" 1/2" 5/16" 5/16" S-MD 12-24x1 1/4 HWH #5 Kwik-Cote KwikCote S-MD 12-24x2 HWH #5 Kwik-Cote 0.500" 2000 1.187" 0.250" 1-1/4" 1-3/16" 5/16" 1000 KwikCote S-MD 12-24x3 HWH #5 Kwik-Cote 0.500" 2.187" 2-1/4" 0.250" 5/16" 2-3/16" S-MD 12-24x1 1/4 HWH #5 Kwik-Cote 2500 0.500" 0.313 5/16" KwikCote 0.250" 1/2" 5/16" Bond Washer 1 Refer to Figure in Section 3.6.1.5. 2 For coating abbreviations, Zinc-1=EN/ISO 4042 AF; Kwik Cote = Proprietary Coating, Section 3.6.2.2. For more information on corrosion resistance, reference Section 3.6.1.6. Single self-drilling screws - heavy gauge metal applications Drilling capacity Thread Maximum total Max length Min Recess Coating? Box Qty Description thickness (MT) Wood Drill Screws Decking Screws (Plywood to Framing) BP PHL #2 S-WD 8-18x1 5/16 PFH #3 6000 1/2" 0.050" 0.500" 1/2" 0.140" S-WD 8-18x1 15/16 PFH #3 BP 4000 0.050" 5/8" 0.140" PHL #2 3/4" 0.750" 0.625" 6000 S-WD 10-24x1 PWH #3 0.175" PHL #2 3/4" 0.050" Zinc-1 5/8" 0.875" 5000 Zinc-1 0.050" S-WD 10-24x1 1/4 PWH #3 1" 0.175" PHL #2 7/8" 3500 1.125" Zinc-1 S-WD 10-24x1 1/2PWH #3 0.175" PHL #2 1-1/4" 1-1/8" 0.050" Winged Reamer Wood Drill Screws 4000 0.050" 0.175" 1" 0.750" PHL #2 Zinc-1 S-WW 10-24x1 7/16 PWH #3 wings 3/4" 2000 1-3/8" 0.050" S-WW 12-24x2 PFH #4 wings PHL #2 Zinc-1 0.232" 1-1/4" 1.250" 2" Zinc-1 PHL #2 1.750" 0.050" 0.232" 1-3/4" S-WW 12-24x2 1/2 PFH #4 wings 1500 Zinc-1 1000 0.050" 2" 2-1/4" 2.000" PHL #2 0.250" S-WW 14-20x2 3/4 PFH #4 wings 1 Refer to Figure in Section 3.6.1.5. For coating abbreviations, Zinc-1 = EN/ISO 4042 AF; GP = Grey Phosphate. For more information on corrosion resistance, reference Section 3.6.1.6. Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at [phone removed]. 217

HILTI Drywall applications (drywall to steel, framing and lathing screws) Application Box qty Description Coating' Fastening Drywall, plywood, insulation, DGP 6 × 1 PBH SD2 10,000 etc. to metal studs from 14 ga to 20 ga 6 × 1 PBH SD Z2 10,000 Zinc 10,000 DGP 6 × 1-1/8 PBH SD2 Zinc 6 × 1-1/8 PBH SD Z DGP 8,000 6 × 1-1/4 PBH SD2 8,000 Zinc 6 × 1-1/4 PBH SD Z 6 x 1-1/4 PBH SD CRC2 CRC 8,000 6 × 1-5/8 PBH SD2 DGP 5,000 6 × 1-5/8 PBH SD Z2 Zinc 5,000 4,000 DGP 6 × 1-7/8 PBH SD2 4,000 6 × 1-7/8 PBH SD Z2 Zinc 6 × 1-7/8 PBH SD CRC 4,000 CRC 6 × 2 PBH SD? GP/DGP 4,000 Zing 6 × 2 PBH SD Z2 4,000 8 x 2-3/8 PBH SD GP 2,500 2,500 Zinc 8 × 2-3/8 PBH SD zinc 1,600 GP 8 × 2-5/8 PBH SD 8 x 2-5/8 PBH SD zinc Zinc 1,600 8 x 3 PBH SD GP 1,400 8 × 3 PBH SD zinc 1,400 Zinc GP 10,000 7 x 7/16 PPFH SD Framer Fastening stud to track Zinc 7 × 7/16 PPFH SD Farmer Zinc from 14 ga to 20 ga 8 × 1/2 PPH SD Framer Zinc Zinc 10 × 5/8 PPCH SD Framer 7,500 Zinc 7,500 Zinc 10 x 3/4 PFTH SD Framer Zinc 5,000 10 x 3/4 PTH SD Framer Zinc Zinc 8 × 1/2 PTH SD Lathing Zinc Zing Fastening wire lath to 14 ga to 20 ga 10,000 Zing 10,000 8 x 3/4 PTH SD Lathing Zinc 8 x 1 PTH SD Lathing Zinc 8,000 Zinc Zinc 8,000 8 x 1-1/4 PTH SD Lathing Zinc DGP 6 × 1-5/8 SFH SD Fastening wood trim and base 5,000 6 × 2-1/4 SFH SD Zinc 3,000 to 14 ga to 20 ga studs Zinc 1 For coating abbreviations, GP = Grey phosphate per EN ISO 3892; DGP - Dark Grey phosphate per EN ISO 3892; zinc = electroplated zine coating; CRC = Proprietary Duplex Coating. For more information on corrosion resistance, reference Section 3.6.1.6. 2 Available in both single screw and collated screws. The importance of IBC compliant screws. ICC-ES ESR-2196 (Steel and Metal screw report) and ESR-3891 (Interior Finish/Drywall screw report) provides IBC recognition of Hilt's Self-Drilling Screw Fasteners. This recognition was based on a comprehensive and rigorous independent evaluation of Hilt's Self-Drilling Screw Fasteners to the latest IBC code requirements in ICC-ES AC118 Acceptance Criteria for Self-Tapping Screw Fasteners, as well as the AISI S904 and AISI S905 test standards. AC118 provides the IBC code recognition and quality assurance for screw fasteners. ICC-ES ESR-2196 recognizes Steel and Metal Hilti screws which are used to connect cold-formed steel members together. ICC-ES ESR-3891 recognizes Interior Finish/ Drywall screws which are used to connect gypsum board materials to cold-formed steel base material cover the HWH, HHWH, PPH, PPFH, PBH, PWH, PTH, PPCH, TPCH and PFTH head style Hilti screws. To ensure IBC compliance of screws on your next project, reference ESR-2196 and ESR-3891. ES 218

Signed Letter of Approval Harvard Collection, LLC, C/o Regency Centers Corp., On behalf of the _ 1, (Building / Company) John Fitzpatrick _, approve of the following exterior signs, design, & (Building Owner Name) pricing to be produced and installed by Boston Building Wraps within the next few months. (Following permit approval) We approve of the attached above to be installed onto our building located at MA Cambridge 20 Brattle Street., (State) (Street Address) HARVARD COLLECTION LLC a Delaware limited liability company Regency Centers, L.P., a Delaware limited partnership Its: Managing Member By: Regency Centers Corporation, a Florida corporation Its: General Partner (Signature) Vice President, Project Management 6/2/2022

Sign 1: $11,900 (T) Custom Fabricated Internally LED Lit Blade Sign (24 Sq Ft | Approx. 200 Pounds) STENCIL CUT OUT 2" FRAME (typical) THE ABBOT THE ABBOT 1504) Office 1-9 3/4 Office (21.7) Logo 1 Logo 1 BACK OF SIGN Office 1-93/4" Office 2' DEEP BACKER PANE (24.7) Logo 2 7'-0" 21W x 33 Logo 2 1 6'-5" PAINTED BM - ROCKY COAS (84.0") (77.0") 1'-9 34" PRINT/CUT VINY (21.7") TENANT LOGO CENTRAL REEK GYM CENTRAL ROCK GYM 11 3/4" 1117" 1'-8" 120.007 2'-0" (24.0") Front View 2'-0" 1'-9" 210 T (24.0") - 2. FRONT SIGN 1-10 ½" (22.5") - ELECTRICAL FEEDS INTO BLADE SIGN - 240% + - EASED EDGES (typical) Top View EXISTING MASONRY 5mm STAINLESS STEEL LETTERS - NON-LIT FABRICATED ALUMINUM BLADE SIGN MOUNTING BRACKET - EXISTING METAL PANEL - 1/2" THREADED ROD ANCHORS W/HILTY (8,0") • 1/2" THREADED ROD ANCHORS • 2" DEEP FABRICATED W/HILTY ADHESIVE BACKER PANEL 2'-9" 4-1" (49.0") (33.0") FINAL QUANTITY AND LOCATIONS TBD - PIN MOUNTED TO BASED ON FINAL STRUCTURAL DRAWING BACKER PANEL Connection Detail POWER SUPPLY WEEP HOLES *•MOUNTED FLUSH WITH BOTTOM OF METAL PANEL*** Jim in X Side View (Signature) 6/2/2022

Sign 2: $7,700 (T) Custom Fabricated Internally LED Lit Front Sign (7.35 Sq Ft | Approx. 210 Pounds) 20 BRATTLE Perspective View 5'-4" (64.0") 2-6% CONDUIT- ELECTRICAL FEEDS INTO BLADE SIGN 2° DEEP ALUMINUM 2'-8" BACKER PANEL PAINTED TO MATCH (32.0") IN SIGN BAND BM - ROCKY COAST 20 2" DEEP FABRICATED STAINLESS STEEL LETTERS BRUSH BRONZE RETURNS BRATTLE WHITE FACES 25 5-0%* (60.9*) Front View EXISTING MASONRY EXISTING METAL PANEL 8" ALUMINUM BACKER PANEL PAINTED BM - ROCKY COAST (8.0") - PIN MOUNTED TO FACADE - LEXAN BACKER • LED LIGHTING •STAINLESS STEEL FACES & RETURNS 2'-9" 4'-1" (49.0") (33.0") PIN MOUNTED TO BACKER PANEL BETWEEN METAL. w/1" STANDOFFS POWER SUPPLY • WEEP HOLES 8" (8.0") X Signature) Side View 6/2/2022

20 BRATTLE COMING S

Signed Letter of Approval Harvard Collection, LLC, Clo Regency Centers Corp., On behalf of the _ 1, (Building / Company) John Fitzpatrick _ approve of the following exterior signs, design, & (Building Owner Name) pricing to be produced and installed by Boston Building Wraps within the next few months. (Following permit approval) We approve of the attached above to be installed onto our building located at Cambridge MA 20 Brattle Street., (Street Address) (State) HARVARD COLLECTION LLO a Delaware limited liability company Regency Centers, L.P., a Delaware limited partnership Its: Managing Member Regency Centers Corporation, By: a Florida corporation Its: General Partner X (Signature) Vice President, Project Management 6/2/2022

Sign 1: $11,900 (T) Custom Fabricated Internally LED Lit Blade Sign (24 Sq Ft | Approx. 200 Pounds) STENCIL CUT OUT LETTERS - LED LIT (18"w x 1.75"h) 2" FRAME (typical) shee THE ABBOT THE ABBOT FABRICATED ALUMINUM COLOR TO BE PROVIDED BY RC. Office Office (21.7) MILKY WHITE LEXA Logo 1 Logo 1 ACES - LED LI BACK OF SIGN 1-93/4" Office Office 2" DEEP BACKER PANEL (21.7) Logo 2" Logo 2 21"w x 33"h 7'-0" 6'-5" PAINTED BM - ROCKY COAST (84.0") (77.0") PRINT/CUT VINYL 1'-9 3/4" TENANT LOGOS (21.7") CENTRAL ROCK GYM CENTRAL RECK GYM 11 3/4* 117" 1'-8" 2'-0" (24.0") Front View 1-9" 2'-0" (24.0") (21.0") (2.b") - 2. FRONT SIGN 1'-10 ½" (22.5") LECTRICAL FEEI TO BLADE SIC 2'-0" - (24.0") - EASED EDGES (typical) EXISTING MASONRY Top View im STAINLESS STE TTERS - NON-I ABRICATED ALUMINU LADE SIC - MOUNTING BRACKET EXISTING METAL PANEL 1/2" THREADED ROD ANCHORS W/HILTY (8,0") 1/2" THREADED ROD ANCHORS - 2" DEEP FABRICATED W/HILTY ADHESIVE BACKER PANEL 2'-9" FINAL QUANTITY AND LOCATIONS TBD 490% 330) PIN MOUNTED TO BASED ON FINAL STRUCTURAL DRAWING BACKER PANEL 8" Connection Detail POWER SUPPLY (8,0) - WEEP HOLES **MOUNTED FLUSH WITH BOTTOM OF METAL PANEL*** X Side View (Signature) 6/2/2022

Sign 2: $7,700 (T) Custom Fabricated Internally LED Lit Front Sign (7.35 Sq Ft | Approx. 210 Pounds) 20 BRATTLE Perspective View 5'-4" (64.0") 2-6 CONDUIT- ELECTRICAL FEEDS INTO BLADE SIGN CLEAR AREA 2" DEEP ALUMINUM 2'-8" 2-9" BETWEEN EXISTING HACKER PANEU METAL GROOVES (32.0") (33.0") PAINTED TO MATCH IN SIGN BAND BM - ROCKY COAST 20 2" DEEP FABRICATED STAINLESS STEEL LETTERS BRUSH BRONZE RETURNS BRATTLE WHITE FACES 1% (60.9*) Front View EXISTING MASONRY EXISTING METAL PANEL 8" ALUMINUM BACKER PANEL PAINTED BM - ROCKY COAST (8.0") - PIN MOUNTED TO FACADE LEXAN BACKER LED LIGHTING STAINLESS STEEL FACES & RETURNS 2'-9" 4'-1" (49.0") (33.0") - PIN MOUNTED TO BACKER PANEL w/1" STANDOFFS POWER SUPPLY WEEP HOLES 8" (8.0") X_ (Signature) Side View 6/2/2022

20 BRATTLE 302 laT COMING S CURB e17 850 9618 lal 20 BRATTLE

B CITY of BOSTON Martin J. Walsh, Mayor MATTOCKS-HIGGINS AFFIDAVIT OF WORKPLACE SAFETY 1 Joseph A. Correia I do hereby declare the following to be true and accurate to the best of my knowledge. I. Occupational Safety and Health Administration (OSHA) « has not issued / - has issued any notice or violation against my company, as a sole proprietorship, limited partnership, and/or limited liability partnership/corporation, and/or any affiliated business or subsidiary of which I am an owner, manager, officer and/or director in the last five (5) years. If you selected "has issued", please disclose the following information: Date of Violation Company Address of Violation Total Fines, if any Serious Check if: Repeat _Failure to Abate _ Willful Named violation: Date of Violation_ Company Address of Violation Total Fines, if any. Serious Repeat _Failure to Abate Check if: _ Willful Named violation: **Attach additional pages if necessary If any violations are categorized as Willful or Repeat, affidavit must be accompanied by a copy of the Site Safety Plan for the project seeking permit. Is the company currently on the OSHA Severe Violator Enforcement Program (SVEP) Log? - Yes & No Companies in the SEP are not eligible to receive a permit from the City of Boston •89 Company's Experience Modification Rating: _ Available from the MA Workers Compensation Rating and Inspection Bureau The Licensed Contractor must disclose any subcontractor's OSHA violation history or SVEP designation to the permit reviewing department. Signed under penalties of perjury: 03.302022 The Permit Reviewing Authority, or designee, shall have the discretion to issue a stop work order for any open permits and/or deny the issuance of a permit due to failure to disclose any and all OSHA violations or demonstrated history of unsafe, hazardous or dangerous practices. Published October 18, 2017

The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations Lafayette City Center 2 Avenue de Lafayette, Boston, MA 02111 www.mass.gov/dia NO THINEY Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Please Print Legibly Applicant Information Boston Building Wraps, Inc. Name (Business/Organization/Individual):_ Address: 458 Main Street Phone #: (781) 799 - 5051 Wilmington, MA 01887 City/State/Zip: Are you an employer? Check the appropriate box: Type of project (required): 4. • 1 am a general contractor and 1 1.O 1am a employer with 10 6. • New construction have hired the sub-contractors employees (full and/or part-time).* 7. • Remodeling listed on the attached sheet. 2. • 1 am a sole proprietor or partner- These sub-contractors have 8. • • Demolition ship and have no employees employees and have workers' working for me in any capacity. 9. Building addition comp. insurance.! [No workers' comp. insurance 10. Electrical repairs or additions 5. L J We are a corporation and its required.] officers have exercised their 11.D Plumbing repairs or additions 3. L 1 am a homeowner doing all work right of exemption per MGL 12. Roof repairs myself. [No workers' comp. c. 152, §1(4), and we have no insurance required.] * 13.D Other employees. [No workers' comp. insurance required.] I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Liberty Mutual Insurance Company Insurance Company Name:_ 04/11/2022 Expiration Date: Policy # or Self-ins. Lic. #:_ XW059693930 City/state/zip: Cambridae, MA 02138 Job Site Address: 20 Brattle St. Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. penalties of perjury that the information provided above is true and correct. I do hereby certify und Date: 03/30/2002 Signature: (781) 7 Phone #: Official use only. Do not write in this area, to be completed by city or town official. Permit/License # City or Town: Issuing Authority (check one): i Board of Health 2 Building Department 3OCity/Town Clerk 4. Electrical Inspector 5 Plumbing Inspector 6.OJOther Contact Person: Phone #:

6'-0" (72.0") (230.2") 19-2 4" BATTLE. (147.6") 12'-3 5/8" (175.2") 14'-7 1/4" Project: 1121_67 The Abbot - 20 Brattle St - Exterior Signage LOCATION BLADE SIGN for a protruding sign (Minimum of 8ft clearance reproduction. Both parties agree that authorization to proceed with project whether per written estimate or verbal authorization will act as User's naming of BBWinc.; as vendor for said services. User does not have a proac In the event of Termination. Either party may terminate the contract at any time through written request. The User shall upon termination pay BBWInc. all unpaid amounts due for Services completed prior to notice of termination. LOCATION FRONT SIGN Work, but User may not seek to mislead others that Work was created by anyone other than BBWinc. User request of BBWinc. to create project relevant drawings, sketches and/or artwork includes only the final, deliverable art, and not any preliminary Work or sketches. ctive duty to display BBWinc.'s name together with Boston Building Wraps Inc Right to Authorship Credit. Client and/or Commissioner, hereafter referred to as User, and Boston Building Wraps Inc. hereafter referred to as BBWinc., agree that when asked, User must properly identify BBWInc. as the creator of artwork for future Artist: Client: 1200 Revision # Sale: 1/8"= 1'0" Date: 05/12/2022 Project Location: Derek B. [phone removed] 20 Brattle St John Fitzpatrick General Notes Vienna, VA 22182 BOSTON WRAPS: Cambridge, MA 02138 1919 Gallows Road, Suite 1000 EX1 [email removed] 4000801 Drawing No.

(typical) 2" FRAME 7'-0" 6'-5" (84.0") (77.0") Top View (2.0") Front View 2'-0" (24.0") (20.0") Office Office Logo 2 Logo 1 CENTRAL ROCK GYM THE ABBOT - 2-0+ (24.0") - (2i0) Office Office Logo 1 Logo 2 CENTRAL ROCK GYM THE ABBOT 2'-0" (22.5") 1-10 ½" +5.0 (24.0") - 1-9 344 11 3/4" (21.7") (21.7) 1-9 3/4" (7) 1'-9 3/4" (21.7) 21"w x 33"h (typical) (18"w x 1.75"h) BACK OF SIGN TENANT LOGOS FACES - LED LIT PRINT/CUT VINYL LETTERS - LED LIT STENCIL CUT OUT EASED EDGES - 2. FRONT SIGN MILKY WHITE LEXAN 2" DEEP BACKER PANEL FABRICATED ALUMINUM PAINTED BM - ROCKY COAST COLOR TO BE PROVIDED BY RC. 4'-1" 8"' 2'-9" (8.0") (8,0) (49.0") (33.0") Side View Project: 1121_67 The Abbot - 20 Brattle St - Exterior Signage #1 Connection Detail In the event of Termination. Either party may terminate the contract at any time through written request. The User shall upon termination pay BBWInc, all unpaid amounts due for Services completed prior to notice of termination. PANEL FINAL QUANTITY AND LOCATIONS TBD BLADE SIGN WEEP HOLES W/HILTY ADHESIVE BASED ON FINAL STRUCTURAL DRAWING BACKER PANEL POWER SUPPLY EXISTING METAL PIN MOUNTED TO EXISTING MASONRY MOUNTING BRACKET 2 DEEP FARE ATED FABRICATED ALUMINUM -MOUNTED FLUSH WITH BOTTOM OF METAL PANEL*** 1/2" THREADED ROD ANCHORS Work, but User may not seek to mislead others that Work was created by anyone other than BBWInc. User request of BBWinc, to create project relevant drawings, sketches and/or artwork includes only the final, deliverable art, and not any preliminary Work or sketches. Artist: Client: 24 sf Revision # Scale: 1/2" = 1'0" Date: 05/23/2022 Project Location: 1. BLADE SIGN Internally LED Lit Derek B. Custom Fabricated [phone removed] General Notes John Fitzpatrick DING BOSTON WRAPS! Vienna, VA 22182 Cam 20 gra. MA 02138 1919 Gallows Road, Suite 000 B1 [email removed] 1234060801 Drawing No.

Front View Perspective View BACKER PANEL 2" DEEP ALUMINUM 2" DEEP FABRICATED ELECTRICAL FEEDS INTO BLADE SIGN STAINLESS STEEL LETTERS CONDUIT BRUSH BRONZE RETURNS WHITE FACES BM - ROCKY COAST PAINTED TO MATCH Sin = (1.5") 20 (30.2") BRATTLE 20 5'-4" (60.9") (64.0") 5'-0 7/8* 4'-1" BRATTLE Project: 1121_67 The Abbot - 20 Brattle St - Exterior Signage #2 (1.5") ão 50 2'-9" (49.0") (33.0") (8.0") Side View BETWEEN METAL 2'-8" (32.0") In the event of Termination. Either party may terminate the contract at any time through written request. The User shall upon termination pay BBWInc. all unpaid amounts due for Services completed prior to notice of termination. 2'-9" (33.0") PANEL & RETURNS WEEP HOLES LED LIGHTING LEXAN BACKER POWER SUPPLY EXISTING METAL w/1" STANDOFFS EXISTING MASONRY CLEAR AREA IN SIGN BAND METAL GROOVES STAINLESS STEEL FACES BETWEEN EXISTING Work, but User may not seek to mislead others that Work was created by anyone other than BBWInc. User request of BBWInc. to create project relevant drawings, sketches and/or artwork includes only the final, deliverable art, and not any preliminary Work or sketches. PIN MOUNTED TO FACADE ALUMINUM BACKER PANEL reproduction. Both parties agree that authorization to proceed with project whether per written estimate or verbal authorization will act as User's naming of BBWInc.; as vendor for said services. User does not have a proactive duty to display BBWinc.'s name together wit PAINTED BM - ROCKY COAST Boston Building Wraps Inc Right to Authorship Credit. Client and/or Commissioner, hereafter referred to as User, and Boston Building Wraps Inc. hereafter referred to as BBWinc. ,agree that when asked, User must properly identify BBWInc. as the creator of artwork for future PIN MOUNTED TO BACKER PANEL Artist: Client: 7.35 sf Revision # Reference Image Scale: 1 = 1'0" Date: 05/23/2022 Project Location: 2. FRONT SIGN Internally LED Lit Derek B. [phone removed] Custom Fabricated John Fitzpatrick General Notes Vienna, VA 22182 BOSTON WRAPS! Cam 20 graMA 02138 1919 Gallows Road, Suite 1000 F1 [email removed] Drawing No.

20 BRATTLE COMING SI [phone removed] 20 BRATTLE