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RC-19-2111Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date:10/10/201 Parcel Number 353 NE 94TH ST, Miami Shores, FL 33138 1132060136110 Contacts Permit NO.: RC-09-19 2111 Permit Type: Building (Residential) Work Classification: Alteration Permit Status: Approved Expiration: 04/07/2020 MYRNA GARCIA Owner 353 NE 94 ST, MIAMI SHORES, FL 33141 MYRNA.GARCIA@YAHOO.COM HOME OWNER Contractor HOME OWNER Description: REMODELING OF EXISTING KITCHEN AND BATHROOMS 1,2 & 4 PER SCOPE OF WORK ON PAGE A-1 OF PLANS, REPLACEMENT OF EXISTING WALL, INSTALLATION OF 750 SQ FT FLOOR TILE IN BATHROOMS 1,2 AND 4 ,OFFICE , LAUNDRY ROOM AND KITCHEN. REPAIR/ UPGRADE KITCHEN ELECTRICITY. REMEDATION OF LOAD BEARING WALL IN KITCHEN. INTERIOR PAINTAING /TOUCH UP WALLS AND WOOD FLOORS. INSTALL NEW CABINETS IN KITCHEN AND BATHRROMS . EXISTING PLUMBING AND ELECTRICAL LAY OUT Fees Amount Application Fee - Other $50.00 CCF $24.00 Certificte of Completion for Single Fam $50.00 and Duplex DBPR Fee $18.00 DCA Fee $12.00 Education Surcharge $8.00 Notary Fee $5.00 Permit Fee $1,150.00 Scanning Fee $9.00 Structural Review ($90) $90.00 Technology Fee $30.00 Total: $1,446.00 Building Department Copy Inspection Requests: Valuation: $ 40,000.00 R 305 762-4949 Total Sq Feet: 750.00 Payments Date Paid Amt Paid Total Fees $1,446.00 Check # 1097 10/10/2019 $1,396.00 Check # 1090 09/12/2019 $50.00 Amount Due: $0.00 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are require4.1of ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. 0WNE �FF AV I ?ertify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulat g con ruct' n and zoning. Futhermore, I authorize the above named contractor to do the work stated. f •� !C� /v,/oho% . Authorized Signs ure: Owner / plica / Contractor / Agent Date October 10, 2019 Page 2 of 2 Miami Shores Village 0�1I2-s 2btW NAdi I BUILDING PERMIT APPLICATION Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 *BUILDING ELECTRIC ROOFING S&PP211218(99 SEP 12 2{)tg , A�J FBC 201'4 &M Master Permit No. K' 0 1 1 q- d 1 1l Sub Permit No. REVISION 0 EXTENSION RENEWAL PLUMBING MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION 0 SHOP CONTRACTOR DRAWINGS 353 NE 94th St. JOB ADDRESS: City: Miami Shores county: Miami Dade Zip: 33138 Folio/Parcel#: 1132060136110 Is the Building Historically Designated: yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Cesar M Garcia � Myrna Y I. Garcia Phone#: 818.518.6548 Address: 353 NE 94th St Miami Shores State: FL Zip: 33138 City: Tenant/Lessee Name: N/A Phone#: Email: CONTRACTOR: Owner Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 40,000.00 Square/Linear Footage of Work: -750 Sq. Ft. Type of Work: ❑ Addition ❑ Alteration ❑ New K Repair/Replace ❑ Demolition Description of work: Remodeling of existing kitchen and bathrooms 1,2 & 4 per scope of work on Page A-1 of plans, oil or the in bathrooms 112 & 4, office, laundry room and kitchen. Repair / upgrade kitchen elect icity. (mediation of =oadearing wall in kitchen. Interior painting / touch up walls and wood floors. Install new cabinets in kitchen & bathrooms. Existing plumbing and electrical layout to remain as is. Specify color of color thru tile: Submittal Fee $ �• 03 _ Permit Fee $ ( j I '�;(:) - 0O CCF $ 2+ 07 Scanning Fee $ ' Q Radon Fee $ i Z • CF-) DBPR $ . Technology Fee $ 36 ' CA Training/Education Fee $ CJO Structural Reviews $ 010 ' l77 CO/CC $ C—;o ' 00 I OK) Notary $ '�—; - 00 Double Fee $ 101, Bond $ q0 TOTAL FEE NOW DUE $ ) , 3 r G. (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) IBERIA BANK Zip Mortgage Lender's Address 1501 Alton Road City Miami Beach State FL Zip 33139-2705 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not ty!<ap ved nd yeinspection fee will be charged. 01 f Signature/ —VWJ V" , /9 W, Signature, ER or AGENT The fo� oing instru^ament was acknowledged before me this day of V 20 , by C,• 1C.Slty 4--41 who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: APPROVED BY CONTRACTOR The foregoing instrument was acknowledged before me this day of me or who has produced 20 by , who is personally known to identification and who did take an oath. NOTARY PUBLIC: Print: Seal: as �*s��*.ss�**********s**ss****s*s**********�***..***.*s*****ss*.*.• Examiner Zoning (Revised02/24/2014) Structural Review Clerk -%�n�•.\.� rst { +e� �.•r n�. y ^- °/�t J M�a �.` � ,�.t��yL�'`..,•'' ` ` r.r ��.? �n�•��` p 'ZY!!1 �i'D�� r7j• J)+S+�l�va.� i : 1 �r��'_1-.ui�- ' %k�`�i; rF.�' ti ,.i a'� "Erw r `'S�?.�ir)� •r ram,�•r.{�• _,. T ^.,, .k� ,w.:�; k� 3-�•a�'�'�f��-� , K_ �, �•r�k{-'_`_�'�'i�twid�"�.-_-,.��2w�.` Y!.:�+'�; _ate ?�:+�'�,��,,�r ay��' �'tj�y�-�,��-�r�,F�_. "'�•�4,� � •. `. �J 4 Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department y Description: REMODELING OF EXISTING KITCHEN AND BATHROOMS 1,2 & 4 PER SCOPE OF WORK ON PAGE A-1 OF PLANS, REPLACEMENT OF EXISTING WALL, INSTALLATION OF 750 SQ FT FLOOR TILE IN BATHROOMS 1,2 AND 4 ,OFFICE , =( LAUNDRY ROOM AND KITCHEN. REPAIR/ UPGRADE KITCHEN ELECTRICITY. REMEDATION OF LOAD BEARING WALL p .' IN KITCHEN. INTERIOR PAINTAING / TOUCH UP WALLS AND WOOD FLOORS. INSTALL NEW CABINETS IN KITCHEN r; AND BATHRROMS . EXISTING PLUMBING AND ELECTRICAL LAY OUT TO REMAIN AS IS. Permit Type Building (Residential) Bldg. Permit No. RC-09-19-2111 3Y Owner MYRNA GARCIA Contractor HOME OWNER 1 . Subdivision/Project Date Issued 09/24/2020-f & Construction Type V-B Occupancy Single Family , n� Type { 1Yf S r". quare Footage 750.00 Flood Zone X �� f- � Location 3 �''; If the building is located in a special flood hazard area documentation of the as -built lowest floor f ••. ,� 353 NE 94TH ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 Miami Shores Village. ; „Q This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the`51i►ORES time of issuance this structure was in compliance with the various ordinances of the jurisdiction At jregulating building construction or use. , r` Building Officials Approval Not Transferable IN A,CONSPIC000SgLPLAC Ismael Naranjo, CBO 'IN •�"+. �SR01-1111 - �'t •�A �ti 'ti/��iil '�,� �•t�3� ..��'iii Miami Shores Village Building Department 10050 NE 2 Ave Miami Shores FL 33138 Permit No. RC-09-19-2111 Type: Building (Residential) Worlcclass: Alteration Issue Date: 10/10/2019 INSPECTION REQUESTS: (305)762-4949 or log on at https://bldg.msvfl.gov/energov_prod/selfservice Requests must be received by 3:30pm WORK IS ALLOWED. MONDAY THROUGH FRIDAY, 8:00AM - 7:OOPM SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE . IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . Expires: 04/07/2020 POST ON SITE 1132060136110 Owner's Name: MYRNA GARCIA Owner's Phone: Job Address: 353 NE 94TH ST Total Square Feet: 750 Miami Shores, FL 33138 total Job Valuation: $ 40,000.00 Contractor(s) Phone Address HOME OWNER Description: REMODELING OF EXISTING KITCHEN AND BATHROOMS 1,2 & 4 PER SCOPE OF WORK ON PAGE A-1 OF PLANS, REPLACEMENT OF EXISTING WALL, INSTALLATION OF 750 SQ FT FLOOR TILE IN BATHROOMS 1,2 AN ,OFFICE, LAUNDRY ROOM AND KITCHEN. REPAIR/ UPGRADE KITCHEN ELECTRICITY. REMEDATION OF LOAD BEARING WALL IN KITCHEN. INTERIOR PAINTAING / TOUCH UP WALLS AND WOOD FLOORS. INSTALL NEW CABINETS IN KITCHEN AND BATHRROMS . EXISTING PLUMBING AND ELECTRICAL LAY OUT TO REMAIN AS IS. WARNING TO OWNER: YOUR FAILURF TO W.nQn a ARITIM nr INSPECTION RECORD INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing to Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification WINDOWS :DOORS INSPECTION DATE I INSP Attachment PUBLIC WORKS INSPECTION DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Ak-Krn Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS INSPECTION DATE INSP Rough Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Pin l Pool Neater I MECHANICAL COMMENTS CUE -TO ENGINEERING 4967 SW 74'" COURT, MIAM1, FL 33155 • WWW.CUETOENGINEERING.COM OFFICE: (786) 563-3056 - EMAIL: INFO@CUETOENG.COM • FL CA Llc. "' 29935 CALCULATION COVER SHEET CALCULATION NUMBER 2019-RES-0012, Rev. 0 PROJECT Residential Beam Evaluation LOCATION 353 NE 941h Street Miami, FL 33138 • • • • PREPARED BY Nestor A. Cueto, P.E. .o FL P.E. Lic. No. 71988, Exp. 2/28/21 a, September 11, 2019 Sheet 1 of 15 1 PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 i ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 2 OF 15 CU ETC> ENC-0NEERINCS TABLE OF CONTENTS w M ,Section'n =. _ _...._.� v Description -- Calculation Cover Sheet z -- Table of Contents 1.0 'Purpose 2.0 Assumptions 3.0 Methodology 4.0 References 5.0 Design Input Data 6.0 Calculation and Analysis 17.0 ySu. mary of Results and Conclusion Sheet No. E. ... . 3 m_.... _. _.d 4 x 1.5 2019 Cueto Engineering, LLC. All rights reserved. n PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 r ORIGINATED BY: NAC ' 1 CALCULATION SHEET SHEET NO.: 3 OF 15 C✓U ETC3 ENr INEERI NdS SECTION 1.0: Purpose The purpose of this calculation is to establish the adequacy of removing an existing load bearing wall and replacing with a wood frame structure for a residence in Miami Shores, FL. SECTION 2.0: Assumptions Goes • . The following considerations are used for the basis of this calculation: •.. • sees .. •••••• •••• • Soil bearing capacity is at least 2,000 psf • • • • • .... . • SECTION 3.0: Methodoloci • • • • •. This calculation provides for the qualification structural elements based on the assumpt:lptis•Itiade iG 9gc0tion 2.0. The member with the largest span and greatest forces is used to qualify all beams..LW.Q method i$ used for beam qualification. All codes and standards listed in Section 4.0 of this calcuratioh are used asihe basis for qualification. ...•.. .. • . .. All variables and formulas used to solve equations in Mathcad are clearly defined within the body of *i9 - calculation. Where applicable, the applied loads shall be compared to the rated capacity. SECTION 4.0: References _ 1. AISC Manual, 13th Edition X 2. ANSI/AWC NDS-201Z National Design Specification for Wood Construction with Commentary X 3. ANSI/AWC NDS-2012 Supplement, Design Values for Wood Construction X 4. ACI 318-11 Building Code Requirements for Reinforced Concrete Structures and Commentary X 5. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures X 6. Florida Building Code, 2017 X 7. Simpson Strong -Tie Catalog X 8. Hilti Kwik Bolt Catalog SECTION 5.0: Design Input Data lb lb lb lb kip kip Ir plf = — psf = — pcf — psi — kip =_ 10001b ksi — ksf = — deg = — - rad ft ft 2 ft 3 in in ft 2 180 0 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 r ORIGINATED BY: NAC ' CALCULATION SHEET SHEET NO.: 4 OF 15 U ETCH ENC INEERIN 3 SECTION 6.0: Calculations & Analysis Wind Load Parameters: Design Wind Speed: 175 mph (3-sec Gust) Risk Category: II Exposure Category: C Max Roof Height: Roof Slope: Simplified Wind Pressure: Loads Dead Load: Roof Live Load: Wind Load: Load Combinations: Downward Load: Uplift Load: h := 15ft + Oin 3 0 := atan T212 = 14.04 - deg Proof dn 16psf Proof.up 58.95psf povh := 0.75 •—40.6psf = —30.45 - psf DL := 25psf Lr.= 20psf 'XT'dn proofdn = 16. psf VT`up proof.up = —58.95 • psf LC-1 := 1ADL = 35 • psf • • ••.d•• • ..•. • • • • •••••• *0000* • . . (RPJ. 5'TZO7.6-2 - Zong 1) •.•... (A eS 47.6-2;Zone 1) . . (Ref. 5 T27.6-2 - Zone 2) LC-3 := 1.2DL + 1.61-r + 0.5 VL.dn = 70 • psf LC-4 := 1.2DL + 1.0 - WLdn + 0.5Lr = 56 • psf LC-6 := 0.9 • DL + 1.0 • \XT-up = —36.45 • psf pdn := mas(LC-1,LC-3,LC-4,LC-6) = 70- psf pup := LC_6 = —36.45 • psf 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall r CALC NO.: 2019-RES-0012, REV 0 r ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 5 OF 15 C U ETO ENC51NEERING Standard Rafter "RA" w Rafter Spacing: crafters := 16in Span Between Supports: bRA ••= 16ft + Oin Rt � Overhang: aRA := Oft + Oin -*-a �. f--�-i T• ,■_'• cRyA,:= Oft +Oin •••;•• �•�•• Total Length: IR-A := aRA + bR-A + cRA = 16 • ft ."", ; •; • Uniform Loads: wR do := Pdn • crafters = 93.33 plf •+�••� : '•,' wRA_up := Pup crafters = -48.6 p •.•..• . . •,• wRA ovh := Povh •'rafters = -40.6 • plf "•• wRA do IRA (1RA - 2cR-A) Downward Reaction: R1 R A do := = 0.75 - - - 2 •bRA •kip wR-A-dn IRA • (IRA - 2aRA) R2_R A_dn :_ = 0.75 kip bRA wRk_up ' IRA • (IR), - 2cRA) Uplift Reaction: R1_R A_up := = -0.39 kip 2 , b RA wRA_ovh • IRA ( + 2 , bRNN l2 bRA + aRA) wRA_up' IRA • (1R-1- 2aRk) R2_Rp A_u - bR� 2 • _ -0.39 kip wRA ovh cRA + - • (2 • bRA + cRA) 2 •bRA © 2019 Cueto Engineering, LL.C. All rights reserved. PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 r ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 6 OF 15 C U E-f C3 ENC.- INEERI N 3 ROOF BEAM (A) Span Between Supports: 1RBA := 11ft + Oin Girder Specifications: Size: 4 x 12 Visually Graded Dimension Lumber Species: Southern Pine Grade: No.1 Dimensional Properties: Width of Beam: b := 3.51n Depth of Beam: d := 11.25111 Section Modulus: Moment of Inertia: Bearing Length: Span of Beam: Unsupported Length: Effective Unbraced Length: Slenderness Ratio: b • d2 S :_ = 73.83 • in 6 1 1:=—•b d3=41528•in4 12 lb := 3.51n = 3.5in LRB:= 1RBA — lb = 128.5 in lu := LRBA — lb = 125 in le := I (2.06 • lu) if d < 7 lu (1.63•lit +3•d) if 7<— d <-14.3 1.84 • lu) if d > 14.3 le • d Rb := 2 = 14.77 < 50 :. OK b 2019 Cueto Engineering, LLC. All rights reserved. = 237.5 in mr l PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC ' CALCULATION SHEET SHEET NO.: 7 OF 15 C U ETA ENC INEERINCi Design Values (Ref. 3, Table 4B): Time Effect Factor: Bending Stress: Tension Parallel to Grain: Shear Parallel to Grain Comp. Perpendicular to Grain: Comp. Parallel to Grain: Modulus of Elasticity: % := 0.80 Fb := IOOOpsi Ft:= 650psi F`, := 175psi Fc_perp := 565psi Fc := 1400psi E := 1600ksi Elvin := 580ksi Adiustment Factors for Sawn Lumber (Ref. 2 4 4.3): Load Duration Factor: CD := 0.90 Wet Service Factor: CNq := 1.0 Temperature Factor: Ct := 1.0 Beam Stability Factor: CL := 1.0 Size Factor: CF := 1.0 Flat Use Factor: C fu := 1.05 Incising Factor: Ci := 1.0 Repetitive Member Factor: Cr := 1.15 Column Stability Factor: Cp := 1.0 Buckling Stiffness Factor: CT := 1.0 Bearing Area Factor: Cb := 1.3 Adiustment of Reference Design Values (Ref. 2. Table 4.3.1): (Ref 3, Table N.3.3) Adj. Bending Stress: Fb' := Fb • 0.85C.�I • Ct CL CF • C fu• Ci • Cr 2.54 • 0.85 • X = 1.77 • ksi Adj. Tension Parallel to Grain: Ft, := Ft • 0.80CA1 • Ct • CF • Ci • 2.70. 0.80 • X = 898.56 • psi Adj. Shear Parallel to Grain FV1 := FV 0.97CM • Ct Ci • 2.88 • 0.75 • X = 293.33 • psi Adj. Comp. Parallel to Grain: Fc, := Fc 0.80CNI • Ct CF Ci • Cp • 2.40. 0.90 • a = 1935.36 • psi Adj. Comp. Perpendicular to Grain: Fc perp' Fc_perp ' 0.67C�1\,1 • Ct • Ci • Cb • 1.67 • 0.90 • X = 591.72 • psi Adj. Modulus of Elasticity: E' := E • 0.90CM • Ct • Ci = 1440 • ksi Emin' Emin ' 0.90CXI • Ct • Ci • CT • 1.76 • 0.85 = 780.91 • ksi 0 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall A"'12 CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 8 OF 15 C U ETC> ENC3INEERI INC5 Loads on Beam: LRBA Number of truss Attached to Beam: "rafters = ceil �'raftersj = 9 Unit Weight of Beam: 7wood := 37pcf R2 R Ado •"rafters Total Uniform Loads: wRB A_dn := 1.2 • b • d • -fwood + — — = 639.69 • plf LRBA R2_R A_up ' °rafters wRBA_up := 0.9 • b • d • 7wood + . .. • _ —34 2 1 1� •plf LRBA • ..• . . .. Maximum Uniform Load: w — ma_-X RBA_max — RBA d —o , I I w — RBA up I� =•639 69 ]f • • p • 0000 Downward Reactions: wRBA—dn ' LRBA • • . • • • • R1_RBA.dn :_ — 3.43 kip ..••." ;•••�• R2_RBA.dn '= R1 RBA.dn = 3.43 • kip • Uplift Reactions: wRBA_up' LRBA '•;.•• Rl_RBA.0kip p :_ 2 _ —1.7 R2_RBA.up = R1—RBA.up = —1.7 kip Maximum Reaction: RRBA—Max := max(IRl_RBA.dnI , IRl_RBA.upI) = 3.43 • kip x := 0,0.0001 • LRBA--LRBA V(x) := 0 if x = 0 Rl RBA.dn — wRBA do ' x if 0 < x < LRBA Rl RBA.dn — wRBA do ' x + R1 RBA.dn if x = LRBA 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 9 OF 15 C u ETC7 ENCSINEERI NCS Shear Diagram • • • • • • 0 50 100 " •• 1 W.,•' noon•• x • • • ' ' • • in • noon•• • Position • • : • �'` LRBA NI(x) := J V(x) dx Trp X :_ 2 = 64.25in N'\i_max :_ \Iaximize(NI,Z� = 64.2511 0 1\1(X:\1 max) = 9.17 • kip • ft Moment Diagram a)MG) E kip -in 2 noon•• ones • ' • noon •e 0 noon 0 50 100 Y in Position 2019 Cueto Engineering, LLC. All rights reserved. noon• • • • noon• •ens• • Do•J • • • noon • y PROJECT: Garcia Load Bearing Wall . w CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 10 OF 15 C U ETA ENr INEERING Roof Beam Qualification: Flexure Check: Maximum Moment: Actual Bending Stress: Adj. Bending Stress: Bending Capacity Ratio: Shear Check: Maximum Shear: Actual Shear Stress: Adj. Shear Parallel to Grain Shear Capacity Ratio: Deflection Check: Actual Deflection: Allowable Deflection: Deflection Ratio: Bearino Check: Bearing Stress: Adj. Comp. Perpendicular to Grain: Bearing Capacity Ratio: WRBA max ' LRB_3 �Imax :_ — = 110.03 kip in 8 'Imax fb := S = 1490.33 • psi Fb, = 1772.75 • psi fb ...... D/C,\I := — = 0.84 < 1 :. OK ...:.. Fb' .... '%Tmax := RRBA max = 3.43 • kip 3 • Vma-x fv :_ = 130.48 • psi 2•b•d Fx; = 293.33 • psi D/CV := F T = 0.44 < 1 .•. OK 5 • (WRBA_max) • LRBA 4 0.32 in 384•E'•I LRB 240 = 0.54 in 0 D/CO • = 0.59 < 1 .. OK mall RRB -� max fcpeT . 1 b = 279.59 psi _ b- Fc_perp' = 591.72 • psi D/CB_perp := Fc pew = 0.47 < 1 .. OK _p rp' 0 2019 Cueto Engineering, LLC. All rights reserved. • - (Ref. 6, T301.7) F �m PROJECT: Garcia Load Bearing Wall A CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 11 OF 15 C U ETCH EN{ INEERI NC3 Column Qualification (A): Size: 4 x 4 Visually Graded Dimension Lumber Species: Southern Pine Grade: No.2 Dimensional Properties: Width of Column: b := 3.5111 ••• '....' 0 Depth of Column: d := 3.5in.:::see Cross Sectional Area of Column: 2 A := b d = 12.25 in .... • • • • • • • • b dJ Section Modulus: S 7.15 in' 6 ...... Moment of Inertia: 1 4 I :_ — • b • d3 = 12.51 • in 12 • • .'. • • • • • • • Length of Column: Lc := 8ft = 96111 "•• Buckling Length Coefficient: Ke := 1.0 Effective Unbraced Column Length: le := Ke • Lc = 96in Slenderness Ratio: 1e = 27.43 < 50 .•. OK d 2019 Cueto Engineering, LLC. All rights reserved. } PROJECT: Garcia Load Bearing Wall . CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 12 OF 15 U ETO ENr INEERINC3 Design Values (Ref. 3, Table 4D): Bending Stress: Fb := 1050psi Tension Parallel to Grain: Ft := 650psi Shear Parallel to Grain F- := 175psi Comp. Perpendicular to Grain: Fc_perp := 565psi Comp. Parallel to Grain: IT := 1100psi "" • • • • .. Modulus of Elasticity: E := 1400ksi "• • • Emin := 510ksi :...:. • Adiustment Factors for Sawn Lumber (Ref. 2 4 4.3): •. .. • Load Duration Factor: CD:= 0.90 ...... • ...... Wet Service Factor: Cm ••= 1.0 •• •"' • Temperature Factor: Ct := 1.0 Size Factor: CF := 1.1 Incising Factor: Ci := 1.0 Buckling Stiffness Factor: CT := 1.0 Bearing Area Factor: Cb := 1.0 0 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall 4 CALC NO.: 2019-RES-0012, REV 0 r ORIGINATED BY: NAC CALCULATION SHEET SHEET NO.: 13 OF 15 CU ETC3 ENC.-INEERIN 3 Adiustment of Reference Design Values (Ref. 2, Table 4.3.1): Compression Check: Adj. Comp. Parallel to Grain: Fc* := Fc • 0.80C"\I • Ct * CF • Ci - 2.40. 0.90. 0.8 = 1672.7 • psi Adj. Modulus of Elasticity: Sawn Lumber Value: Euler Buckling Stress: Column Stability Factor: Column Load: Cross Sectional Area of Column: Actual Compressive Stress: Adj. Compressive Stress: Compression Capacity Ratio: Tension Check: Max Uplift per Column: Cross Sectional Area of Column Tensile Stress: Adj. Tension Parallel to Grain Tensile Capacity Ratio: Ervin' Emin - C,\i • Ct • Ci • CT • 1.76 • 0.85 = 762.96 • ksi c := 0.80 (Ref. 2, Sec. 3.7.1) .... •••••• 0.822• Emin' :••••� FcE := = 0.83 • ksi •.:.. • 2 ...... e) d • ' FcE FcE FcL " • •• rFe j Fc,411 0.43 ;••••• P 2c 2c c• • • 00, . .. ; . 0000 P:=(R )+�y b•d•L =3.45• 1_RRA.dtt wood � c kip A = 12.25 in2 P fc :_ A = 281.65 • psi FC1 := Fc Cp = 723.38 • psi D/CC := fcfc = 0.39 < 1 :. OK FC1 T := IRl_RBA.upI = 1.7 • kip A = 12.25 • In T ft :_ — = 138.84 • psi A Ft, := Ft • Cr) • 0.80C�, • Ct • CF • Ci = 514.8 • psi D/CT := F = 0.27 < 1 .. OK t 2019 Cueto Engineering, LLC. All rights reserved. PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC' CALCULATION SHEET SHEET NO.: 14 OF 15 Cr U ETCH ENG INEERI NCi FOUNDATION (F-1): Height of Foundation: hfdtti := loin Height of Soil Above Foundation: hsoil := 12in Size of Pier: bpier := 8in Width of Footing: B := 20in Length of Footing: L := 72in • '....' • Area of Footing: A f := B • L = 10 ft2 "•; • • • • wwww • • Column Load: P = 3.45 kip •....' ;••••• •wwww• .. Weight of Soil Over Foundation: P :_ (B — b ) • L 120 cf h_" ki soil p soil = �•7• • p •' pier Weight of Foundation: Pfdtn := 150pcf �hfdtn ' Af) = 1?5 ' kips • •0 •wwww• • • w .. Check for Uplift: Uplift := 0.9(Psoil + Pfdtn + 7wood - 3.5in • 3.5in • Lc) — T = 94.8f b' if (Uplift > 0, "OK" , "NG") = "OK" Total Load: Q := P + Psoil + Pfdtn = 5.42 • kip Ultimate Pressure per Unit Length: qu :_ Q = 0.54 • ksf if (qu <— 2ksf, "OK" , "NG") _ "OK" -f Existing foundation is sufficient for loading conditions 2019 Cueto Engineering, LLC. All rights reserved. 11 o■ r � �-- U ETC> ENSINEERINCi CALCULATION SHEET SECTION 7.0: Summary of Results and Conclusion Summary of Results: PROJECT: Garcia Load Bearing Wall CALC NO.: 2019-RES-0012, REV 0 ORIGINATED BY: NAC SHEET NO.: 15 OF 15 Compressive Stress 0.39 < 1.0 Body of Calc 13 Tensile Stress 0.27;< 1.0 Body of Calc 13 • • Conclusion: • • •� The design of the structures listed above are acceptable as designed by engineering anji"i's"ki design elements shall be installed in accordance applicable codes, standards, specificaliQV§•and drawings. ; • • • • i 2019 Cueto Engineering, LLC. All rights reserved. • • • 0 ••• ••• 9/11/2019 Florida Building Code Online BCIS Home { Log In User Registration Hot Topics i Submit Surcharge I Stats & Fads I Publications I Contact Us BCIS Site Map I Links Search Q?'-15up.r.--dvb Approvallic User Product Anoroval Menu > Product or Agpllcatlon Search > ggpllcatlon List > Application Detad .. �. ...�__� FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL10860-R4 Revision 2017 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. • • • • •••• •••••• Simpson Strong Tie Co. • • : • • 2221 Country Lane • • • • • • • • • • ; • • • • • McKinney, TX 75070 • •••••• (800) 999-5099 Ext 3027 • • • • • • • kcullum@strongtie.com • •••• � • • • • • • • •••• :**a** ••••• Keith Cullum • •: • •: • • • 00900 kcullum@strongtie.com • • • • • • • 000000 •••••• • Keith Cullum • • • • • • 2221 Country Lane : • • • • • • McKinney, TX 75069 • • • • • • • (800) 999-SO99 Ext 3027 • • . • • • kcullum@strongtie.com Shelby Short S9S6 W. Las Positas Boulevard Pleasanton, CA 94S88 (800)999-5099 sshort@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2020 Ted Berman, PE fr' Validation Checklist - Hardcopy Received FL10860 R4 COI ICC-ES Cert of Independence 2017-12-06.p! f Standard Year AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLK8%2fGSY72SusQ%3d%3d 1/5 9/11/2019 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Method 1 Option C 01/15/2019 02/04/2019 02/07/2019 00 Page 1/200 FL # Model, Number or Name Description 10860.1 ABA44, ABA44R, ABA46, ABA46R, Adjustable Post Base IABA66,ABA66R i Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 10860.2 ABU44, ABU44R, ABU46, ABU46R, ABUS-5, ABU5-6, ABU66, ABU66R, ABU88, ABU88R, ABU1010, ABU1010R, ABU1212, ABU1212R Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 10860.3 ABW44Z, ABW44RZ, ABW46Z, ABW46RZ, ABW66Z, ABW66RZ, ABW7-7 Installation Instructions FL10860 R4 II ESR-1622.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10860 R4 AE ESR-1622 *-df • • • Adjustable Post Base •";" •••••• Installation Instructions • • • • • • FL10860 R4 II ESR-1622.odf' • Verified By: ICC Evaluation Service, LLC Created by Independent T48 PVT Evaluation Reports • • FL10860 R4 AE ESR-1622.q • Adjustable Post Base • •1 • • • Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622.pd Approved for use outside HVHZ: Yes i Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A i Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: i FL10860 R4 AE ESR-1622.pd j 10860.4 AC4, AC4R, ACE4, AC6, AC6R, ACE6 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.12df 10860.5 `BC522 /46,BC 4R3/6 6, BC6R, BC8, 1 Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: _r Installation Instructions FL10860 R4 II ESR-2604.pd Verified By: ICC Evaluation Service, LLC Created by Independent Third Parry: Evaluation Reports FL10860 R4 AE ESR-2604.pd 10860.6 CB44, CB46, CB48, CB66, CB68 Embedded Column Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.12d Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-3050.pd 10860.7 1 CBSQ44-SDS2, CBSQ46-SDS2, Embedded Column Base CBSQ66-SDS2, CBSQ86-SDS2, CBSQ88-SDS2 wwwfloridabuilding.org/pr/pr app &I.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLK8%2fGSY72SusQ%3d%3d 2/5 9/11/2019 Florida Building Code Online Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R4 II ESR-3050.pd Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10860 R4 AE ESR-3050.p-df 10860.8 CC3 1/4-4, CC3 1/4-6, CC44, CC46, Column Cap CC48, ECC3 1/4-4, ECC3 1/4-6, ECC44, ECC46, ECC48, ECCU3 1/4-4, ECCU3 1/4-6, ECCU44, ECCU46, ECCU48 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.1f 10860.9 CC4.62-3.62, CC4.62-4.62, CC4.62- Column Cap 5.50, ECC4.62-3.62, ECC4.62-4.62, ECC4.62-5.50, ECCU4.62-3.62, ECCU4.62-4.62, ECCU4.62-5.50 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.pd "' • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation !tervl jL-, LLC • • • • • • •, Impact Resistant: N/A Created by Independent Third"rty: • �. Design Pressure: N/A • • • l Evaluation Reports 000 Other: FL10860 R4 AE ESR-2604.� • s 10860.10 CC5 1/4-4, CC5 1/4-6, CC5 1/4-8, Column Cap • **of • • • CC64, CC66, CC6-7 1/8, CC68, ECC5 • • • • • • • • • 1/4-4, ECC5 1/4-6, ECC5 1/4-8, • • • • • • • • • • ECC64, ECC66, ECC6-7 1/8, ECC68, j • • • • ECCU5 1/4-4, ECCU5 1/4-6, ECCU5 • • • • • • • • • 1/4-8, ECCU64, ECCU66, ECCU6-7 ••"•• • 1/8, ECCU68 • i • • • • • Limits of Use Installation Instructions ; •' • • • Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.p,Qf • • • • • :Doi • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC ' • • • • Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd 10860.11 CC7 1/8-4, CC7 1/8-6, CC7 1/8-7 Column Cap 1/8, CC7 1/8-8, CC84, CC86, CC88, ECC7 1/8-4, ECC7 1/8-6, ECC7 1/8-7 1/8, ECC7 1/8-8, ECC84, ECC86, ECC88, ECCU7 1/8-4, ECCU7 1/8-6, ECCU7 1/8-7 1/8, ECCU7 1/8-8, ECCU84, ECCU86, ECCU88 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.E Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.gd i 10860.12 CC74, CC76, CC77, CC78, ECC74, Column Cap ECC76, ECC77, ECC78, ECCU74, ECCU76, ECCU77, ECCU78 Limits of Use _ Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.p& Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd ECC9 10860.13 ECCU96EEC98, E ECCU O6CU94, Column Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd www.floridabuilding.org/pr/pr app_Ml.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLKB%2fGSY72SusQ%3d%3d 3/5 9/11/2019 Florida Building Code Online 10860.14 CCQ3-4SDS2.5, CCQ3-6SDS2.5, I Column Cap CCQ44SDS2.5, CCQ46SDS2.5, CCQ48SDS2.5, CCQ4.62-3.62SDS, CCQ4.62-4.62SDS, CCQ4.62- 5.50SDS, ECCQ3-4SDS2.5, ECCQ3- 6SDS2.5, ECCQ44SDS2.5, ECCQ46SDS2.5, ECCQ48SDS2.5, ECCQ4.62-3.62SDS, ECCQ4.62- 4.62SDS, ECCQ4.62-5.50SDS Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf 10860AS CCQS-4SDS2.5, CCQ5-6SDS2.5, Column Cap CCQ5-8SDS2.5, CCQ64SDS2.5, CCQ66SDS2.5, CCQ6-7.13SDS2.5, CCQ68SDS2.5, ECCQ5-4SDS2.5, ECCQ5-6SDS2.5, ECCQ5-8SDS2.5, ECCQ6-7.13S S, ECCQ66Q68SD , ECCQ6-7.13SD52.5, ECCQ685DS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.gdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports •. • • Other: FL10860 R4 AE ESR-2604.pd • • • •••• •••••• • • • 10860.16 CCQ74SDS2.5, CCQ76SDS2.5, Column Cap : • • CCQ77SDS2.5, CCQ78SDS2.5, • • • : • • •' • • "• CCQ7.1-4SDS2.5, CCQ7.1-6SDS2.5, 000000 • • CCQ7.1-7.1SDS2.5, CCQ7.1- 0000 • • • • 8SDS2.5, ECCQ74SDS2.5, • • • • • • • • ECCQ76SDS2.5, ECCQ77SDS2.5, • • • • • • . • ECCQ78SDS2.5, ECCQ7.1-4SDS2.5, • • • • • • • • • • • • • ECC 7.1-6SDS2.5, ECC 7.1- • • 7.1SDS2.5, ECCQ7.1-8SDS2.5 Limits of Use Installation Instructions: : • • • • • Approved for use In HVHZ: Yes for HVHZ: Yes FL10860 R4 II ESR-2604.odf • Verified By: ICC EvaluationGerAcef LLC ;"•' • • • • •� Approved use outside Impact Resistant: N/A Created by Independent Thirld4artf : ' ' • Design Pressure: N/A Evaluation Reports • • • • Other: FL10860 R4 AE ESR-2604.pd 10860.17 CCQ84SDS2.5, CCQ86SDS2.5, Column Cap CCQ88SDS2.5, CCQ94SDS2.5, CCQ96SDS2.5, CCQ98SDS2.5, CCQ106SDS2.5, ECCQ84SDS2.5, ECCQ86SDS2.5, ECCQ88SDS2.5, ECCQ94SDS2.5, ECCQ96SDS2.5, ECCQ98SDS2.5, ECCQ106SDS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.gdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd 10860.18 CPT44Z, CPT66Z, CPT88Z Concealed Post Tie Base Limits of Use � Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622.gd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Evaluation Reports Other: FL10860 R4 AE ESR-1622.gd 10860.19 EPB44A, EPB44, EPB46, EPB66 Embedded Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.gf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE EGR-3nF;Q-Q f 10860.20 EPS4Z Embedded Post Base Limits of Use Installation Instructions www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e°/a2fD5TCE[hykdlnLK8°/a2fGSY72SusQ%3d%3d 4/5 9/11/2019 Florida Building Code Online Approved for use in HVHZ: Yes i FL10860 R4 II ESR-3050.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-3050.pd Go to Page of — � 0 0 Page 1 / 2 E-ck Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: B50-487-1824 The State of Florida Is an AA/EEO employer. Cogy119M 20o7-2m3 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here_. Product Approval Accepts: 0 Credit Card Safe . . .... ...... ...... .... ...... ...... .... . ..... ...... . . :a- ..... .. .... ::0::.00 . .. ....0 . . . . :0000: .. :.a..: •. . .. .. wwwfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQ\YtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLK8%2fGSY72SusQ%3d%3d 5/5 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC,::::. •• . , . , EVALUATION SUBJECT: SIMPSON STRONG -TIE COLUMN CAPS FOR WOOD CONSTRUCTION ICC ICC - ICC PMG LISTED , "2014 Recipient of Prestigious Western States Seismic Policy Council RUN (WSSPQ Award in Excellence" A Subsidiary of coflc o1 NCI ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this \\ report, or as to an product covered b the report. P Y P y P ProdW cerlir-'w soar #10W Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2604 www.icc-es.or4 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® COLUMN CAPS AND POST CAPS FOR WOOD CONSTRUCTION 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS) see ESR-2604 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® CC/ECC column caps Table 1 and the CCQ/ECCQ column caps gable_2) are used to connect wood beams to wood posts and timbers in engineered applications in accordance with Section 2304.10.3 of the 2018 and 2015 IBC, or Section 2304.9.3 of the 2012, 2009, and 2006 IBC or Section R301.1.3 of the IRC. The AC/ACE post caps Table 3 , LPC post caps able 4 , PC/EPC post caps Table 5 , and the BC/BCS post caps able 6 are used to provide a positive connection between post -and -beam construction used to support wood framing members to resist uplift forces and lateral displacement of the beam in accordance with Section 2304.10.7 of the 2018 and 2015 IBC, or Section 2304.9.7 of the 2012, 2009, and 2006 IBC and Section R502.9 of the IRC. 3.0 DESCRIPTION 3.1 General —Column Caps and Post Caps 3.1A CC/ECC Column Caps: The CC31/4, ECC31/4, CC4, ECC4, CC4.62, ECC4.62, CC6 and ECC6 are fabricated from two No. 7 gage steel straps factory Reissued January 2018 Revised July 2018 This report is subject to renewal January 2019. A Subsidiary of the International Code Council® welded to a No. 7 gage steel U-shaped channel, where 3/16-inch-thick (4.8 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attagl to the U-channel. All other CC/ECC oolumo caps ;frg.f@aMcated from two No. 3 gage steel strap%.fadtoty welcjpd tp a No. 3 gage steel U-shaped charMj,..Where 91 /t-inoh-thick '. (6.4 mm) by 21/2-inch-long (Q3.,:gjn) fillet welds are" located on one side of eac4 ,%tgap attaches to the;....; U-channel. Column caps with•f llet welds &Jvh sides• • of each strap are available. The MC colthnn caps are• • : • • designed for use at beam ends *"Ve: Table: f jol• polumn• • • • o cap models, dimensions, required 4dantity add diameter of•••... bolts, and allowable loads. Se$ fed 1 for a drawing of a .' typical CC column cap connfctor and the ECG44 end,...% column connector. ; 00• • . . 3.1.2 CCQ/ECCQ Quick Drive dolumd Gbbs: Thd • CCQ3, ECCQ3, CCQ4, ECCQ4, CCQ4.62' 'E?CCQ4.62, CCQ6, and ECCQ6 are fabricated from two No. 7 gage steel straps factory welded to a No. 7 gage steel U-shaped channel, where 3/16-inch-thick (4.8 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U-channel. The CCQ5, ECCQ5, CCQ7, ECCQ7, CCQ7.1, ECCQ7.1, CCQ8, ECCQ8, CCQ9, ECCQ9, CC10, and ECCQ10 column caps are fabricated from two No. 3 gage steel straps factory welded to a No. 3 gage steel U-shaped channel, where 1/4-inch-thick (6.4 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U-channel. Column caps with fillet welds on both sides of each strap are available. The ECCQ column caps are used to connect the end of a beam to a post. See Table 2 for column cap models, dimensions, required quantity of SDS 1/4 x 21/2 screws, and allowable loads. See Figure 2 for a drawing of a CCQ46-SDS2.5 column cap, a typical installation of a CCQ46-SDS2.5 column cap, and of an ECCQ46-SDS2.5 end column cap connector. 3.1.3 AC/ACE Post Caps: The AC and ACE are two-piece post caps fabricated from No. 18 gage galvanized steel. The AC post caps must be used in pairs and in locations where the supported beam is continuous over the wood post. ACE post caps are used to connect the end of a beam to a post. See Table 3 for dimensions, minimum (MIN) and maximum (MAX) fastener schedules, and allowable uplift and lateral loads corresponding to the minimum and maximum fastener schedules. See Figure 3a for a drawing of a typical AC post cap, and Figure 3b for a drawing of a typical installation of an ACE post cap showing the "left" and "right" pieces of the post cap assembly. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to arty finding or other matter in this report, or as to any product covered by the report. Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2604 I Most Widely Accepted and Trusted Page 2 of 11 3.1.4 LPC Light Post Caps: The LPC6 and LPC4 post caps are two-piece post caps fabricated from No. 16 gage and No. 18 gage galvanized steel respectively. The LPC post caps must be used in pairs and in locations where the supported beam is continuous over the wood post. The LPC post caps are designed to be used with wood beams having a width less than the supporting wood post, and can connect continuous beams or the end of beams to a post provided the required nails are installed. Both LPC post caps described in this report have a model designation ending with the letter Z, indicating they have a G185 zinc coating in accordance with ASTM A653. See Table 4 for the connector width for the supporting wood post, required fasteners, and allowable uplift and lateral loads. See Figure 4 for a drawing of a typical LPC post cap connector, and a typical installation where the supported wood beam is continuous over the wood post. 3.1.5 Post Caps: The PC/EPC and PCZ/EPCZ post caps are one-piece connectors. PC44-16 (EPC44-16), PC46-16 (EPC46-16), PC48-16 (EPC48-16), PC64-16 (EPC64-16), PC66-16 (EPC66-16), PC4Z (EPC4Z), PC4RZ (EPC4RZ), PC6Z (EPC6Z), PC6RZ (EPC6RZ), PC8Z (EPC8Z), and the PCSRZ (EPC8RZ) are fabricated from No.16 gage galvanized steel. The PC and PCZ are designed to connect a beam to a post and the EPC and EPCZ are designed to connect the end of a beam to a post. See Table 5 for model numbers, post cap dimensions, fastener options and allowable uplift and lateral loads. See Figure 5 for drawings of typical PC/EPC and PCZ/EPCZ post caps and typical installation drawings. 3.1.6 BC/BCS Post Caps: The BC/BCS post caps are one-piece connectors fabricated from No. 18 gage galvanized steel. The BCS2-2/4 post cap is designed for the connection of double 2xs to a nominally 4-inch-wide post, and the BCS2-3/6 post cap is designed for the connection of triple 2x s to a nominally 6-inch-wide post. The BC/BCS post caps are designed to be used with built-up wood beams having a width less than the post width, and can connect continuous beams or the end of beams to a post provided the required nails are installed. See Table 6 for model numbers, post cap dimensions, required fasteners, and allowable uplift and lateral loads. See Figure 6 for drawings of a BC4 post cap and a BCS2-2/4 post cap, and a drawing of a typical installation of a BCS2-2/4 post cap. 3.2 Materials: 3.2.1 Steel: The galvanized connectors described in this report are manufactured from galvanized sheet steel complying with ASTM A653, SS designation, Grade 33, with a minimum specified yield strength, FY, of 33 ksi and tensile strength, F,,, of 45 ksi. The CC/ECC and CCQ/ECCQ column cap connectors are manufactured from steel complying with ASTM A1011, SS designation, Grade 33, with minimum specified yield strength, Fy, of 33 ksi and tensile strength, F,,, of 52 ksi and a painted finish. Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS MINIMUM BASE METAL THICKNESS (Gage) (inches) No. 3' 02285 No. 7' 0.1705 No. 162 0,0555 No. 182 0.0446 For SI: 1 inch = 25.4 mm. 'Base -metal thickness for steel conforming to ASTM A1011. 2Base-metal thickness for steel conforming to ASTM A653. Some connectors (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending (except for Table 4 , but the information shown applies. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on the appropriate coating or material to specify for use of the steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which thpVuri%e ctors are used must be either sa4n Wtoer or wigineered ...... lumber having a minimum "cifie gravity •o: 0.50 .' (minimum equivalent specific gr8fityof•0.50 for artglneered....; lumber), and having a maxiRmRv emoisture content of. • 19 percent (16 percent for engiRaarod lumber) eVept as; • • • • e noted in Section 4. 1. The thicknessathe sudlI Mitg wood member must be equal to or gnleatwjj an the, Wngjh of the • fasteners specified in the tables.0 this teposti *or as 0 0" required by wood member desjgp..vyhichever is greater. . For installation in engineered*wood *members, minimum '. allowable nail spacing and eqd and edgeiiista$oes, as'•'••• specified in the applicable •evaluation report for the, , , • , : engineered wood product, must die met. : . ". 0• 3.2.3 Fasteners: Nails used with connectors described in this report must be bright or hot -dipped galvanized carbon steel nails complying with ASTM F1667 with minimum fastener dimensions and bending yield strengths (Fyb) shown in the following table. Alternatively, nails of other materials or finishes may be used When they are recognized in an ICC-ES evaluation report as having bending yield strength and withdrawal capacity equal to or better than those of a bright carbon steel nail of the same nominal diameter. SHANK NAIL FASTENER DIAMETER LENGTH FYb (inches) (inches) (psi) 10d 0.148 3 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. For the CC/ECC/ECCU connectors, bolts are to be Standard Hex Bolts complying with ANSI/ASME B18.2.1, and, at a minimum, must comply with ASTM A36 or A307. SDS screws are Simpson Strong -Tie® Strong -Drive® screws that comply with ESR-2236. SDS screws, where required in the report, are provided with the connector. Nails used in contact with preservative -treated or fire -retardant -treated lumber must be hot -dipped galvanized carbon steel nails. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report for use in the applicable treated lumber. Bolts used in contact with preservative treated or fire retardant treated lumber must comply with Section 2304.10.5 of the 2018 or 2015 IBC, 2304.9.5 of the 2012, 2009, and 2006 IBC, Section R317.3 of the 2012 and 2009 IRC or Section R319.3 of the 2006 IRC, as applicable. SDS screws used in contact with preservative - treated or fire -retardant -treated lumber must, as a minimum, comply with ESR-2236. For use with treated ESR-2604 I Most Widely Accepted and Trusted Page 3 of 11 lumber, the lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the appropriate coating or material to specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. Nails and bolts required in this evaluation report are not provided with the connectors. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in the product tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the National Design Specification® for Wood Construction (NDS and its Supplement). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100OF (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS for dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the applicable temperature factor, G, specified in the NDS. Connected wood members must be analyzed for load -carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturers published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1_0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3*2.3.gf this report. . • • . � • 5.6 Welded connectors are magL4f@gIVred under a quality '. control program with inspepUgrZs by ICC-EV. • • ""• • 6.0 EVIDENCE SUBMITTED • ... . • • • • • • • Data in accordance with the ICC-M Acceptance Criteria• • • • • for Joist Hangers and Similge."d1Qces (4kea3),• dated•.:..' March 2018. •• '• • •• ....•. 7.0 IDENTIFICATION • • • ' • 7.1 The products described Ln thia report Urto ftntifiecl with a die -stamped label• or: an adheiiye label • • • • 0 indicating the name of the manufact8VC,(Pmpson • Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. Additionally, the factory -welded connectors manufactured in the United States and Canada are identified with the acronym of the inspection agency (ICC-ES). 7.2 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com ESR-2604 I Most Widely Accepted and Trusted Page 4 of 11 TABLE 1-CC AND ECC SERIES COLUMN CAPS MODEL NO. Width for Beam (W) (in.) Width for Post (W2) (in.) COLUMN CAP DIMENSIONS (inches) , BOLTS ALLOWABLE LOADS2'3'4 (Ibs) Quantity CC/ECCU CC I ECC ECCU Bearing Length for Beam (L) U-Channel Height for Beam (H,) Size in. ( ) Beam Post saT,,, Uplift Download saa CC ECC ECCU CC ECC ECCU Co =1.6 Co = 1.0 CC31/4-4 35/a 11 71/2 91/z 61/2 5/s 4 2 4 2 3,150 16,980 6,835 6,835 CC3'/q-6 3'lq 51/2 11 71/2 91/2 61/2 5/a 4 2 4 2 3,150 21,485 10,740 10,740 CC44 3'/8 35/a 7 1 5'/2 6'/2 4 5/a 2 1 4 2 1,850 19,020 7,655 7,655 CC46 5% 11 1 8% 9'/2 02 5/8 4 2 4 2 3,530 24,065 12,030 12,030 CC48 71/2 11 81/2 91/2 61/2 5/8 4 2 4 2 3,530 24,065 16,405 16,405 CC4.62- 3.62 45/8 35/8 11 8'!2 9% 6'/2 5/8 4 2 4 2 4,535 a 23,390 • * �3�8�46 •••• 9,845 ••• CC4.62- 4.62 45/8 11 8'/2 9'/2 6'/2 5/8 4 2 4 2 4,539 • •• •• s30,070 • -0,95,6 •••• 12,655 ••• CC4.62- 5.50••• 51/2 11 81/2 9 /2 61/2 5/8 4 2 4 2 4,5�� • � �30,940 15�470 • 15,4i0. • CC5'/4-4 3% 13 91/2 10'12 8 3/4 4 2 4 2 6,300 • • 26,635 11,210 l l,21 . CC5'/4-6 5'/4 51/2 13 91/2 10'/2 8 3/4 4 2 4 2 6,586 18,190 •1r7616 17,615 CC5'/a-8 71/2 13 91/2 10'12 8 3/4 4 2 4 2 6,645 • • •15,235 24.025 24,025 CC64 35/8 11 7'/2 9'/2 61/2 5/s 4 2 4 2 5,545 28,585 ."(:V 12,Q3(r CC66 5'/2 51/2 11 71/2 91/2 61/2 5/8 4 2 4 2 5,545 • 83,275 18,905 18,9n CC68 71/2 11 91/2 91/2 61/2 5/e 4 2 4 2 5,545 37,815 .: 7& 25,780 CC6-7'!e 71/8 11 91/2 9'/2 61/2 5/9 4 2 4 2 5,545 37,815 24,490 24,490 CC74 6 /a 35/8 13 10% 10% 8 3/4 4 2 4 2 6,330 33,490 15.355 15,355 CC76 51/2 13 101!2 10'/2 8 3/4 4 2 4 2 6,790 37,125 24,130 24,130 CC77 67/8 13 101/2 10% 8 3/4 4 2 4 2 7,020 48,265 29,615 29,615 CC78 71/2 13 101/2 10% 8 3/4 4 2 4 2 7,145 48,265 32,090 32,905 CC71/8-4 35/8 13 10% 101/2 8 3/4 4 2 4 2 6,360 34,730 18,375 18,375 CC7'/8-6 7'!a 51/2 13 101/2 101/2 8 314 4 2 4 2 6,825 38,500 28,875 28,875 ' C' 71/, 71/8 13 10'/2 10% 8 3/4 4 2 4 2 7,105 57,750 36,750 36,750 CC7'/a-8 71/2 13 101/2 10% 8 3/4 4 2 4 2 7,190 52,500 39,375 39,375 CC84 35/a 13 10% 10'/2 8 3/4 4 2 4 2 6,410 37,210 16,405 16,405 CC86 51/2 13 101/2 10% 8 3/4 4 2 4 2 6,885 41,250 25,780 25,780 CC88 71/2 13 102 10% 8 3/4 4 2 4 2 7,250 51,565 35,155 35,155 CC94 87/a 35/8 13 10% 101/2 8 3/4 4 4 4 2 6,580 47,545 19,905 19,905 CC96 51/2 13 10'/2 101/2 8 3/4 4 4 4 2 7,080 48,125 31,280 31,280 CC98 7'/2 13 10'/2 10'/2 8 3/4 4 4 4 2 7,455 62,565 42,655 42,655 CC106 9'/2 5'/2 13 10'/2 10'/2 8 31a 4 4 4 2 7,160 52,250 1 32,655 132,655 For SI: 1 inch = 25.4 mm. 1 Ibs = 4.45 N. 'ECC has one-half the tabulated beam bolts. ECC9 and ECC10 have four beam bolts. Bolt holes bored into the wood beam and post must be no less than'/32 inch Yreater and no more than'/16 inch greater than the diameter of the bolt. See Section 3.2.3. (Bolts are not provided with the CC/ECC/ECCU connectors.) Tabulated allowable load must be selected based on duration of load as permitted by the applicable building code. 'The wood post depth must be equal to the wood beam width (WI). 41f structural composite lumber posts are used, installation of the fasteners into the wide face (fasteners perpendicular to the strands/veneers) is required in order to obtain the loads listed in this report. The structural composite lumber must have an IMES report that shows fastener design specific gravity equivalent of 0.50 or better. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. 6Al1 0 wable uplift loads for the CC column caps do not apply to spliced beam conditions. Allowable uplift loads assume a beam height of 11 inches to ensure minimum edge distance for the top bolts in the U-shaped channel loaded perpendicular to the ?rain of the wood beam. Allowable downloads are for beams that are continuous over the length (L) of the CC connector. *When a spliced beam condition occurs, that is, where the ends of two beams are supported by the post and connected to the CC post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for each spliced beam is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads (i.e., lateral loads parallel to the beams), the connection must be by means other than the column cap. ESR-2604 1 Most Widely Accepted and Trusted Page 5 of 11 10Tabulated allowable download is based on the lesser capacity determined from compression -perpendicular -to -grain stress (FL) for the supported beam of 560 psi for glulam and 625 psi for DF-L sawn lumber, as applicable, and the following compression -parallel -to -grain stress (Fai) for the wood post: 1,650 psi for glulam, 1,350 psi for 4-inch-wide (W2 dimension) sawn lumber, and 1,000 psi for 5-inch-wide and wider (W2 dimension) sawn lumber, as applicable. Allowable loads may not be increased for short-term loading. "Allowable uplift loads require the supported beam member having a minimum shear parallel -to -grain, F., of 180 psi, such as for DF-L sawn lumber. y_ L v,o" i "r y _... T i t ID Q Mt 2,Va" d, OVbolts)i- 3" f L (44' bolts) d j, ECCU Column p a Cap ECC44 Column Cap 0 g• l CC Column Cap (ECCU44 has • • • • {{ ^'r only 2 bolts to • • beam ) * • . ":. •yj�:: . •.•• ••.•.• • • • • • FIGURE 1--CC AND ECC COLUMN CAPS • •' •' •' • • • •••• • ••••• TABLE 2-CCQ AND ECCQ SERIES COLUMN CAPS •••••• •• • ' • ••••• MODEL NO. COLUMN CAP DIMENSIONS (inches) QUANTITY OF SDS'/4 x 2'/2 SCREWS' ALLOWA61.9 iLQ DSxe- (1 0 • Width for Beam (WI) (in.) Width for Post (W2) (in.) Bearing Length for Beam (L) (in.) U-Channel Height for Beam (H,) (in,) CCQ '"' • ECCQ • • CCQ • • - E CCQB• • CCQ ECCQ Into Beam Into Post Uplift&' • • • • Downloode,10,11,12 • Co=1.6 CD=1.8 4-'Y.0 CCQ3-4SDS2.5 3'/4 35/8 11 8'/2 7 16 14 5,370 3,465 16,980 6,125 CCQ3-6SDS2.5 5,/2 5,370 3,465 21,485 10,740 CCQ44SDS2.5 35/8 35/8 11 81/2 7 16 14 5,370 3,785 19,020 7,655 CCQ46SDS2.5 5'/2 6,785 3,785 24,065 12,030 CCQ48SDS2.5 71/2 6,785 3,785 24,065 16,405 CCQ4.62-3.62SDS 45/8 35/8 11 81/2 7 16 14 5,370 3,785 23,390 9,845 CCQ4.62-4.62SDS 4518 5,370 3,785 30,070 12,655 CCQ4.62-5.50SDS 5112 6,785 3,785 30,940 15,470 CCQ5-4SDS2.5 51/4 3°/8 11 81/2 7 16 14 5,370 4,040 26,635 11,210 CCQ5-6SDS2.5 5'/2 6,785 5,355 28,190 17,615 CCQS-8SDS2.5 1 6,785 5,355 35,235 24,025 CCQ64SDS2.5 5 1/2 35/8 11 8 /2 7 1 16 14 5,370 3,785 28,585 12,030 CCQ66SDS2.5 5'/2 6,785 3,785 33,275 18,905 CCQ68SDS2.5 71/2 6,785 3,785 37,815 25,780 CCQ6-7.13SDS2.5 71/8 6,785 3,785 37,815 24,490 CCQ74SDS2.5 6/e 35/8 11 1 8/2 7 16 14 5,370 4,040 33,490 15,355 CCQ76SDS2.5 5'/2 6,785 5,355 37,125 24,130 CCQ77SDS2.5 6'/8 6,785 5,355 48,265 29,615 CCQ78SDS2.5 71/2 6,785 5,355 48,265 32,905 CCQ7.1-4SDS2.5 71!8 35l8 11 8'/2 7 16 14 5,370 4,040 34,730 18,375 CCQ7.1-6SDS2.5 5'/2 6,785 5,355 38,500 28,875 CCQ7.1-7SDS2.5 71/8 6,785 5,355 57,750 36,750 CCQ7.1-8SDS2.5 71/2 6,785 5,355 52,500 39,375 CCQ84SDS2.5 71/2 35/8 11 81/2 7 16 14 6,785 5,355 37,210 16,405 CCQ86SDS2.5 5% 6,785 5,355 41,250 25,780 CCQ88SDS2.5 71/2 6,785 5,355 51,565 35,155 CCQ94SDS2.5 8�/8 11 81/2 7 16 14 6,785 5,355 47,545 19,905 CCQ96SDS2.5 [:7L/2 6,785 5,355 48,125 31,280 CCQ98SDS2.5 6,785 5,355 62,565 42,655 CCQ106SDS2.5 9'/2 5'/2 11 8'/2 7 16 14 6,785 5,355 52,250 32,655 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The moael number ror the 3D3'/4x2'/2 Is SD323200 (see ESR-2236). The screws are Included as components of the CCQ/ECCQ column caps. 2Tabulated allowable bad must be selected based on duration of load as permitted by the applicable building code. ESR-26041 Most Widely Accepted and Trusted Page 6 of 11 3The wood post depth must be equal to the wood beam width (WI). °If structural composite lumber posts are used, installation of the fasteners into the wide face (fasteners perpendicular to the strands/veneers) is required in order to obtain the loads listed in this report. The structural composite lumber must have an ICC-ES report that shows fastener design specific gravity equivalent of 0.50 or better. 5ECCQ uses 14-SDS1/4x 21/2 screws into the beam and 14-SDS'/4 x 2112 screws into the post. 6The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. Allowable uplift loads for the CCQ column caps do not apply to spliced beam conditions. °Allowable uplift loads assume a minimum beam height of 7 inches to ensure minimum edge distance for the top SIDS screws in the U-shaped channel loaded $erpendicular to the grain of the wood beam. Allowable downloads for beams that are continuous over the length (L) of the CCQ connector. 10When a spliced beam condition occurs, that is, where the ends of two beams are supported by the post and connected to the CCQ post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for each spliced beam is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads (i.e., lateral loads parallel to the beams), the connection must be by means other than the column cap. "Tabulated allowable download is based on the lesser capacity determined from compression -perpendicular -to -grain stress (F,�) for the supported beam of 560 psi for glulam and 625 psi for DF-L sawn lumber, as applicable, and the following compression-parallel4o-grain stress (FG,) for the wood post: 1,550 psi for glulam, 1 350 psi for 4-inch-wide (W2 dimension) sawn lumber, and 1,000 psi for 5-inch-wide and wider (W2 dimension) sawn lumber, as applicable. 'AAllowable downloads may not be increased for short-term loading. CCQ46SDS2.5 Column Cap L.. ECCQ46SDS2.5 Column Cap for End Conditions FIGURE 2—CCQ AND ECCQ COLUMN CAPS TABLE 3—AC AND ACE SERIES POST CAPS • • •••• •••••• r• 'fir•• � �• 7, ••••• Min • • •• • i e•••• CCQ46S DS2.5 Installation MODEL NO. POST CAP DIMENSIONS (inches) NAILS (Quantity —Type) ALLOWABLE LOADS;'-4-0 (Ibs) Uplift" Lateral' W L Into the Beam Into the Post Co = 1.6 Co = 1.6 AC4 MIN 3 s /18 6 /2 8-16d 8-16d 1,745 1,610 MAX 14 —16d 14 —16d 2,490 1,475 AC4R MIN 4 7 8-16d 8-16d 1,745 1,610 MAX 14 —16d 14 —16d 2,490 2,075 ACE4 MIN — 4'/2 6-16d 6-16d 1,235 750 MAX 10 —16d 10 —16d 1,950 1,265 AC6 MIN , 5 /2 t 8 !Z 8-16d 8-16d 1,665 1,565 MAX 14 —16d 14 —16d 2,815 2,075 AC6R MIN 6 9 8-16d 8-16d 1,665 1,565 MAX 14 —16d 14 —16d 3,055 2,450 ACE6 MIN i 6 !2 6 — 16d 6 — 16d 1,235 835 MAX 10 —16d 10 —16d 1,950 1,760 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. '"MIN" suffix to the model No. indicates that only the round holes must be filled with the quantity and type of nails specked in the table to achieve the tabulated allowable load values. 2"MAX" suffix to the model No. indicates that both round and triangular holes must be filled with the quantity of nails specified in the table to achieve the tabulated allowable load values. 3The allowable uplift loads do not apply to splice conditions. When a spliced beam condition occurs, that is, where the ends of two beams are supported by the wood post and connected to the AC post cap connector, the condition must be designed and detailed to transfer the tension (lateral) loads by means other than the column cap. °Allowable uplift and lateral loads apply only for AC and ACE post cap connectors installed in pairs, as shown in Figure 3b with each piece connected to the wood post and beam With an equal amount and type or nails. Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. 6Allowable uplift loads for the AC column caps do not apply to spliced beam conditions. Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 3b. ESR-26041 Most Widely Accepted and Trusted Page 7 of 11 14--v. 11/2n 1 FIGURE 3a—AC POST CAP CONNECTOR COMPONENTS �atera� � o Right o o 0 0 Left ft FIGURE 3b—TYPICAL ACE INSTALLAT{CM • * • • • •••• FIGURE 3—AC AND ACE POST CAPS ° ° •••••• •••• • • • • • • • • •••• • • TABLE 4—LPC LIGHT POST CAPS' 2 0000 • 06090 ••••• 0000 MODEL NO. CONNECTOR WIDTH FOR WOOD POST (inches) NAILS (Quantity -Type) ALLOWABLE L Ab ""(IbsJ• • • Uplift8 ••••,, Lateral', Into the Beam Into the Post CD = 1.6 • • CD a1.6 • LPC4Z 39N 8 —10d 8 —10d 755 , • , 7t3b LPC6Z 5"/18 8 —10d 8 —10d 920 • 8 • • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The LPCZ post cap is a two-piece wood -beam -to -post connector that is designed to be used with wood beams having a width less than the post width, as implied in Figure 4. 2The LPC4 and LPC6 models shown in the table end with the letter Z, indicating that they have a G185 zinc coating in accordance with ASTM A653. 'The allowable uplift loads do not apply to spliced beams, that is, where the ends of two beams are supported by the wood post and connected to the LPC post cap connector. A spliced beam condition must be designed and detailed to transfer the tension load (i.e., tabulated allowable lateral loads) by means other than the column cap. °Allowable uplift and lateral loads apply only for LPC post cap connectors installed in pairs, as shown in Figure 4, with each piece connected to the wood post and beam with an equal amount and type of nails. 'Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. BAloowable uplift loads for the LPC column caps do not apply to spliced beam conditions. Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 4. E FIGURE 4—LPCZ POST CAPS ""I -(.orrra.. i PS ESR-2604 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 5-PC/EPC & PCZ/EPCZ SERIES POST CAPS',2 POST CAP DIMENSIONS NAILSs's ALLOWABLE LOADS3.4,5 (Ibs) (in) (Quantity -Type) PC & PCZ EPC & EPCZ Min. Metal Flange Lengths Uplifts Lateral? Uplift6 Lateral' PC/ PC MODEL NO. Post Size Width Width into PC & EPC & (in) for for EPC & & EPC & The PCZ EPCZ Beam Post PCZ/ PCZ EPCZ Post Post Post Co = 1.6 Co = 1.6 Co = 1.6 Co = 1.6 (WI) (W2) EPCZ Cap Cap Li L2 L3 P 4x4 39/16 25/s 11 7318 8-16d 12-16d 8-16d 1,025 970 1,025 970 1464- 39/16 PC46- 46 51/2 25/8 13 91/4 8-16d 12-16d 8-16d 1,025 970 1, Owe 970 16 • • PC48 4x8 7'/2 25/8 15 11'/4 8-16d 16-16d 12-16d 1,025 127,0 1,;25•• 11,270 16 ••�••• ••• • P164- 4x6 39/is 49/is 11 73/6 8-16d 12-16d 8-16d 1,025 ::91". 1,Q7�5•! • 970 P166 6x6 51l2 49/16 13 91/4 8-16d 12-16d 12-16d 1,025 •!9?0-! 1,W5 • • 970 • 4x4 8-10d 10-10d 10-10d 1,480 1,260• 1,tO 1,075 • PC4Z 39/is - 25/s 7 51/4 4x6 8-10d 10-1Od 10-1Od 1,480 ; 1,20 1,h0 1,230 48 8-10d 10-10d 10-10d 1.480 1,380 1, ; � •1,230 4x4 8-10d 10-10d 10-10d 1.480 1,260 1,130 1,075 PC4RZ 4 - 25/6 7 51/4 4x6 8-10d 10-10d 10-10d 1,480 1,260 1,130 1,230 48 8-10d 10-10d 10-10d 1,480 1,380 1,130 1,230 44 8-10d 10-10d 10-10d 1,480 1,260 1,435 1,075 PC6Z 5% - 2% 7 51/4 46 8-10d 10-10d 10-10d 1,480 1,295 1,435 1,230 48 [T1 Od 10-10d 10-10d 1,480 1,380 1,435 1,230 44 8-1Od 10-10d 10-1Od 1,480 1,260 1,435 1,075 PC6RZ 6 - 22/s 7 51/4 4x6 8-1Od 10-10d 10-1Od 1,480 1,295 1,435 1,230 48 8-1Od 10-10d 10-10d 1,480 1,380 1,435 1,230 44 8-1Od 10-10d 10-1Od 1,480 1,260 1,435 1,075 PC8Z 7% - 2% 7 51/4 46 8-1Od 10-10d 10-1Od 1,480 1,295 1,435 1,230 48 8-10d 10-10d 10-10d 1,480 1,380 1,435 1,230 44 8-1Od 10-10d 10-1Od 1,480 1,260 1,435 1,075 PC8RZ 8 - 25/s 7 51/4 46 8-10d 10-10d 10-1Od 1,480 1,295 1,435 1,230 48 8-1Od 10-10d 10-10d 1,480 1,380 1,435 1 1,230 For SI: 1 inch = 25.4 mm, 1 Ibs = .45 N. 'The PCZ and EPCZ models shown in the table end with the letter Z, indicating that they have a G185 zinc coating in accordance with ASTM A653. 2The PCRZ and EPCRZ models shown in the table with the letter R, indicating that they are for rough cut sawn lumber. 3Aloowable loads have been increased for wind or earthquake load with no further increase allowed; reduce where other loads govern. 4Post and beam may consist of multiple members provided members are connected independently of the post cap fasteners. The designer must determine the fasteners required to join members without splitting the wood. 'Spliced conditions must be detailed by the designer to transfer tension loads between spliced members by means other than the column cap. 6Allowable uplift loads for the PC and PCZ column caps do not apply to spliced beam conditions. 'Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 5. 8Applies to PCZ and EPCZ models only: 1 Od x 21/2 long nails may be used with no reduction for uplift and 0.85 of the table bads for lateral. Applies to PCZ and EPCZ models only: SD9 = 0.131" dia. X 1 h" long screws may be used with no load reduction to table loads and PCZ uplift load of 1930lbs. ESR-2604 I Most Widely Accepted and Trusted Page 9 of 11 Pat he angfor �� manufUuri(i W� purposes - -j (Do not install bolts) Ste/al Bea o' 77 e 0 r �o Post Flange 0 ` W 'post �. Beam , 0 .0 4s ` Flange Flange ; l It PC Post Cap Typical PC Post Cap Typical EPG End Past.. • .... • • Installation C44Nstalation. •. • • ...... ...... i c �40000* �� i••� S ••'Die 0 W 0 3' . 000 R ' c F Pilot holes for j • e • • . manufacturing �' •..• Plloiholes ior •..•.• •- 2' ' purposes Post Flange .pmuaQl�Et�ring • • (Do not install 1'h"�! po noi�srali Post Flange bolts) (Typ.) Notts) (TyP ) PCZ Post Cap Typical PCZ Post Cap EPCZ End Post Cap Installation FIGURE 5—PC/EPC AND PCZ/EPCZ POST CAPS ESR-2604 I Most Widely Accepted and Trusted Page 10 of 11 TABLE 6-13C AND BCS POST CAPS' POST CAPS DIMENSIONS (in.) NAILS` (Quantity -Type) ALLOWABLE LOADS''' MODEL NO. Width for Beam (WI) Width for Post (W2) Metal Flange Length Metal Flange Height Into the Wood Beam Into the Wood Post a Uplift 6 Lateral Beam (L,) Post 1L2) Beam (H,) Post (Hz) Co = 1.6 Co = 1.6 BC4 39/16 39/,e 27/8 2'/8 3 3 6 —16d 6 —16d 605 1,000 BC46 39/16 51/2 41/e 4'1a 31/2 21/2 12-16d 6-16d 945 1,000 BC4R 4 4 4 4 3 3 12-16d 12-16d 605 1,000 BC6 51/2 51/2 43/8 43/a 33/8 1 33/8 12 —16d 12 —16d 1,185 1,625 BC6R 6 6 6 6 3 3 12-16d 12-16d 1,185 1,825 BC8 71/2 71/2 7112 71/2 4 4 12-16d 12-16d 1.6§0 • T. Goes•• • BCS2-2/4 31l8 39/,s 2'/8 2'/8 215/16 215/,e 8 —10d 6 —10d e e �8J5; 890 • BCS2-3/6 45/a 5e/,e 43/8 77/8 3t5/,e 215/,e 12 —16d 6 —16d $95 • • .• • : j30 • ••••• For Sl:1 inch =25.4mm, 1 Ibs=4.45N. ••••eo G 'The BCS2-2/4 post cap is designed for the connection of double 2x's to a nominally 4-inch-wide post, and the BCS2-3/6 post&D 1's cLesigned 1bj Uil Pnnectior*of • triple 2x's to a nominally 6-inch-wide post. • • • • • • 0 0 6 2The BCS has slant nail holes for nails that must be installed into the beam at a 45-degree angle and penetrate into the end gjayrLgf jht suppor igg po t. Nails must: • • be minimum 31/2-inches long (i.e., 16d common nails). e s • • 'Tabulated allowable load capacities must be selected based on duration of load as permitted by the applicable building code. • • • • • • • 000090 4Spliced beams, where the ends of two beams are supported by the wood post and connected to the BC post cap connector, are got permitted. The Supported wood G • beam must be continuous. • • • • 5Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowableloads m0ijk%tljuced W t h* • • • other load durations govern. : � • . • • 'Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 6. G e e e • • • • • • Lt c IPilot holes for manufacturing e purposes (Do not install • bolts) (Typ.) Beam Flanges Post Wp Flanges .. Lateral BC4 Post Cap Typical BCS Post Cap Installation FIGURE 6—BC AND BCS POST CAPS m 10 m m ` Slant Nail Holes, 11@ typical both sides. 0 (See footnote 2) a m rjf 9 BCS2-214 Post Cap U.S. Patent 5,603,580 ICC-ES Evaluation Report ESR-2604 LABC and LARC Supplement Issued July 2018 This report is subject to renewal January 2019. wwwkc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES .... Section: 06 05 23—Wood, Plastics, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: •••••• SIMPSON STRONG -TIE® COLUMN CAPS AND POST CAPS FOR WOOD CONSTRUCTION " • • 1.0 REPORT PURPOSE AND SCOPE f • • • • • •••••• Purpose: • • • •.•.•. The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie® column caps andpbst,8aps for wood construction, described in ICC-ES master evaluation report ESR-2604, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADES). Applicable code editions: ■ 2017 City of Los Angeles Building Code (LABC) ■ 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie® column caps and post caps for wood construction, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2604, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Tie® column caps and post caps for wood construction, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-2604. • The design, installation, conditions of use and labeling are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-2604. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • The connections are not approved to resist uplift forces from wood shear walls. • Allowable loads must be reduced when load durations with lower value Cd (than what is in the tables) govern. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the master report, reissued January 2018, revised July 2018. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or an), other attributes not specifically addressee; nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendation for its use. There is no warran✓ , by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report. a.. Copyright m 2018 ICC Evaluation Service, LLC. All rights reserved. Page 11 of 11 9/11/2019 Florida Building Code Online V c BCIS Home t Log In User Registration Hot Topics Submit Surcharge i Stats & Fads Publlcatlons Contact Us I BCIS Site Map 1 Links Search I b ii` :? Product Approval ,,; y USER: Public User d ',y a�Fi Product Approval Menu > Product or Apdication Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL10860-R4 Revision 2017 Approved *Approved by DBPR. Approvals by DBPR stall beireviewetl;Z:tified by, the POC and/or the Commission if necessary. • • • •••••• •••• •••••• • •••• • ••••• Simpson Strong Tie Co. • • • • • • • • • • • • • • ••e• 2221 Country Lane •••••• : •••••• McKinney, TX 75070 000000 0 (800)999-5099 Ext3027 • • • • kcullum@strongtie.com ' ;, a„e 0 0 *0 Keith Cullum : • • kcullum@strongtie.com Keith Cullum 2221 Country Lane McKinney, TX 7SO69 (800)999-5099 Ext3027 kcullum@strongtie.com Shelby Short 5956 W. Las Positas Boulevard Pleasanton, CA 94S88 (800)999-5099 sshort@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2020 Ted Berman, PE Validation Checklist - Hardcopy Received FL10860 R4 COI ICC-ES Cert of Independence 2017-12-06.pAf Standard Year AISI S100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Sections from the Code www.floridabuilding.org/pr/pr app_&I.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLK8%2fGSY72SusQ%3d%3d 1/5 9/11/2019 Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 01/15/2019 Date Validated 02/04/2019 Date Pending FBC Approval Date Approved 02/07/2019 Summary of Products Go to Page a 0 0 Page 1/ 2 FL # Model, Number or Name Description i 10860.1 ABA44, ABA44R, ABA46, ABA46R, Adjustable Post Base •"",-� ABA66, ABA66R •_ _ • • • • • • •-•�•i Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-16224iq91• • • • • • • • • • • •� Approved for use outside HVHZ: Yes Verified By: ICC Evaluation*%aWrei LLC • • Impact Resistant: N/A Created by Independent Thir�l� arty: • :' •' Design Pressure: N/A ! Evaluation Reports • • • • • • • • Other: FL10860 R4 AE ESR-1622.00 ' 0 10860.2 ABU44, ABU44R, ABU46, ABU46R, Adjustable Post Base • • • -- • • • • • • ABUS-S, ABUS-6, ABU66, ABU6611, •.. • • • • • ABU88, ABU88R, ABU1010, • • • • • • • • - ABU1010R, ABU1212, ABU1212R W -- i • • • i • Limits of Use Installation Instructions• • • ' •' Approved for use In HVHZ: Yes FL10860 R4 II ESR-1622.gd? • : • • • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-1622.gd� 10860.3 ABW44Z, ABW44RZ, ABW46Z, Adjustable Post Base ABW46RZ, ABW66Z, ABW66RZ, AB W 7-7 Limits of Use _ Approved for use In HVHZ: Yes Installation Instructions FL10860 R4 II ESR-1622.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: ' FL10860 R4 AE ESR-1622.gdf 10860.4 AC4, AC4R, ACE4, AC6, AC6R, ACE6 Post Cap Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.gd1 Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.gdf 10860.5 BC4, B:46, BC4R, BC6, BC6R, BC8, Post Cap BC52-2/4, BCS2-3/6 Limits of Use Installation Instructions-� Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.gdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.gdt 10860.6 - I CB44, CB46, CB48, CB66, CB68 Embedded Column Base Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-3050.pd Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC ! Created by Independent Third Party: Design Pressure: N/A I Evaluation Reports Other: ( FL10860 R4 AE ESR-3050.gd� 10860.7 E CBSQ44-SDS2, CBSQ46-SDS2,I Embedded Column Base CBSQ66-SDS2, CBSQ86-SDS2, CBSQ88-SDS2-- www.floridabuilding.org/pr/prwww.floridabuilding.org/pr/pr app_dtl.aspx?param=WGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5TCElhykd[nLK8%2fGSY72SusQ%3d%3d 215 9/11/2019 Florida Building Code Online Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R4 II ESR-3050.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10860 R4 AE ESR-3050.pd 10860.8 CC3 1/4-4, CC3 1/4-6, CC44, CC46, Column Cap CC48, ECC3 1/4-4, ECC3 1/4-6, ECC44, ECC46, ECC48, ECCU3 1/4-4, ECCU3 1/4-6, ECCU44, ECCU46, ECCU48 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.pAf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd 10860.9 CC4.62-3.62, CC4.62-4.62, CC4.62- Column Cap • • 5.50, ECC4.62 2-4.62, ' • • • • • • • • • E-C-C .62-3. ECC4.62-5.50, ECCU4.62-3.62, • • • • 0 • + • r I ECCU4.62-4.62, ECCU4.62-5.50 * • • • • 6 • • : • . • + • • Limits of Use Installation Instructions***; • • + Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.p" +• . • ;+• •i Approved for use outside HVHZ: Yes Verified By: ICC Evaluation•Inviie 1, LLC • • • • • • • • • Impact Resistant: N/A Created by Independent Third Party: + i Design Pressure: N/A Evaluation Reports *so*** • • • • • • • Other: FL10860 R4 AE ESR-2604,16 N • • : • • • • • • • 10860.10 CC5 1/4-4, CC5 1/4-6, CC5 1/4-8, Column Cap ; • ; • , •, * 0 CC64, CC66, CC6-7 1/8, CC68, ECC5 • • • • • • 1/4-4, ECC5 1/4-6, ECC5 1/4-8, i • • • • :see ECC64, ECC66, ECC6-7 1/8, ECC68, • • • • • • • ECCU5 1/4-4, ECCU5 1/4-6, ECC1.15 • • i • • • 1/4-8, ECCU64, ECCU66, ECCU6-7 1/8, ECCU68 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd 10860.11 CC7 1/8-4, CC7 1/8-6, CC7 1/8-7 Column Cap 1/8, CC7 1/8-8, CC84, CC86, CC88, ECC7 1/8-4, ECC7 1/8-6, ECC7 1/8-7 1/8, ECC7 1/8-8, ECC84, ECC86, ECC88, ECCU7 1/8-4, ECCU7 1/8-6, ECCU7 1/8-7 1/8, ECCU7 118-8, ECCU84, ECCU86, ECCU88 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604.pdff Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Pressure: Resistant: _ Created by Independent Third Party:-_-v Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd 10860.12 CC74, CC76, CC77, CC78, ECC74, Column Cap ECC76, ECC77, ECC78, ECCU74, ECCU76, ECCU77, ECCU78 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.12d 10860.13 CC94, CC96, CC98, CC106, ECC94, Column Cap ECC96, ECC98, ECC106, ECCU94, ECCU96, ECCU98, ECCU106 Limits of Use M Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd Approved for use outside HVHZ: Yes ( Verified By: ICC Evaluation Service, LLC Impact Reslstant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQvvtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLKB%2fGSY72SusQ%3d%3d 3/5 9/11/2019 Florida Building Code Online 10860.14 CCQ3-4SDS2.5, CCQ3-6SDS2.5, i Column Cap CCQ44SDS2.5, CCQ46SDS2.5, CCQ46SDS2.5, CCQ4.62-3.62SDS, CCQ4.62-4.62SDS, CCQ4.62- 5.50SDS, ECCQ3-4SDS2.5, ECCQ3- 6SDS2.5, ECCQ44SDS2.5, ECCQ46SDS2.5, ECCQ48SDS2.5, ECCQ4.62-3.62SDS, ECCQ4.62- 4.62SDS, ECCQ4.62-5.50SDS Limits of Use ( Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A ! Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604 pdf 10860.15 `Y Y CCQS-4SDS2.5, CCQS-65DS2.5, Column Cap CCQS-8SDS2.5, CCQ64SDS2.5, CCQ66SDS2.5, CCQ6-7.13SDS2.5, CCQ68SDS2.5, ECCQ5-4SDS2.5, ECCQ5-6SDS2.5, ECCQ5-8SDS2.5, ECCQ64SDS2.5, ECCQ66SDS2.5, ECCQ6-7.13SDS2.5, ECCQ68SDS2.5 *see Limits of Use Installation Instructions` • • • • • • • • • Approved for use In HVHZ: Yes FL10860 R4 II ESR-2604,op" ; . • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluatio%%gVi% LLC • • • Impact Resistant: N/A Created by Independent Third Rarty: Design Pressure: N/A Evaluation Reports •••••• • • Other: �._ FL10860 R4 AE p • • • i • ESR-2604'a as -a -a • a----_._.__� 10860.16 CCQ74SDS2.5, CCQ76SDS2.5, Column Cap •..... • • • • • �� CCQ77SDS2.5, CCQ78SDS2.5, • • • • • CCQ7.1-45D52.5, CCQ7.1-65D52.5, •• •• • •• •••• CCQ7.1-7.1SDS2.5, CCQ7.1- • `� • • • 8SDS2.5, ECCQ74SDS2.5, • • • • • • • • ECCQ76SDS2.5, ECCQ77SDS2.5, `• • `• ECCQ78SDS2.5, ECCQ7.1-4SDS2.5, • • • • : • • 0 , ECC 7.1-6SDS2.5ECC 7.1- Q Q " ' • `• • • • • 7.1SDS2.5, ECCQ7.1-8SDS2.5 • • • • Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pd� Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.Qd 10860.17 CCQ84SDS2.5, CCQ86SDS2.5, Column Cap CCQ88SDS2.5, CCQ94SDS2.5, CCQ96SDS2.5, CCQ98SDS2.5, CCQ106SDS2.5, ECCQ84SDS2.5, ECCQ86SDS2.5, ECCQ88SDS2.5, ECCQ94SDS2.5, ECCQ96SDS2.5, ECCQ98SDS2.5, ECCQ106SDS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Othe� r: ( FL10860 R4 AE ESR-2604.pd[ 10860_18 CPT44Z, CPT66Z, CPT88Z Concealed Post Tie Base _w Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL10860 R4 II ESR-1622.pdf Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-1622.E 10860.19 EPB44A, EPB44, EPB46, EPB66 Embedded Post Base Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R4 II ESR-3050.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure. N/A Evaluation Reports Other: FL10860 R4 AE ESR-3050.p& • 10860.20 EPS4Z Embedded Post Base Limits of Use Installation Instructions www.floridabuilding.org/pr/pr app_dti.aspx?param--wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLKB%2fGSY72SusQ%3d%3d 4/5 9/11/2019 Florida Building Code Online Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A ( Evaluation Reports Other: _ FL10860 R4 AE ESR-3050.pd Go to Page 0 0 Page 1/ 2 O 0 Back next Contad Us :: 2601 Nair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Ql2yrl. ht 2007-2013 State of Florlda.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Ap�prr+jovvaa]l Accepts: hou IT-9 LM Credit Card . . .... ' ...... • Safe e . ...e.. e.ee .....e ...... ...e.. .... . ..... ...... .. e••.• .... . .e ...... . . . . 00000: .. . . .. e .. www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykd[nLK8%2fGSY72SusQ%3d%3d 5/5 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23-WOOD, PLASTIC, AND COMPOSITE FASTENINGS +....� . . .... ...... ...... .... ...... .... . ..... ...... .. . ..... .. .. . .. ...... . . . . ...... REPORT HOLDER: ' SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® POST BASE CONNECTORS FOR WOOD CONSTRUCTION IC�� 'C� 'C�s--c7� "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this 4z report, or as to an product covered b the report. Gd C011-6 l� y p Y l� P�uc, ca k.'M Bod,. #low Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-1622 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® POST BASE CONNECTORS FOR WOOD CONSTRUCTION 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-1622 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES Simpson Strong -Tie® post base connectors described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2018 IBC or 2015 IBC or Section 2304.9.3 of the 2012, 2009, or 2006 IBC, and are used to resist lateral and net induced uplift forces at the bottom end of wood posts in accordance with Section 2304.9.7 of the IBC, and to prevent lateral displacement at the bottom end of wood posts in accordance with Section R407.3 of the IRC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie post base connectors described in this report are die -formed brackets that connect wood posts to concrete footings complying with the IBC or IRC, as applicable, by using anchor bolts installed during the concrete pour or after the concrete hardens. For the case of the Retrofit Post Base (RPBZ), base connection to wood Reissued January 2018 Revised December 28, 2018 This report is subject to renewal January 2019. A Subsidiary of the International Code Council® decking is also considered. Since the design of anchor bolts in the concrete footings is not within the scope of this report, a footing larger than the maximum required by 2012 and 2009 IBC Section 1809 or 2006 IBC Section 1805, or IRC Section R403 may be necessary to meet anchorage to concrete requirements. Untreated wood colmmhVirmay be supported by the post base ccnnaciors des6Ub in this!** report because the connectors Vrovi8e a rjetaf bsdestal '. projecting minimum 1 inch (25*4 t"r above TW Concrete' • • • • • footing as required by Section'2W.11.2.7 of•the IBC:•,•• Section R317.1.4 of the 2012,pfhtl62Q09 IRJ agngct: ectiorr • R319.1.4 of the 2006 1 RC. • • • • • • • • .. 3.1.1 ABA Post Base StanB'oV*Ihe AV,pdy base ee" standoff is a one-piece coAReet8r that eele84tes the***:* supported wood post 11/16 1hM$S;(27 mm)•above a •, concrete footing. The ABA440and ABA44t.1r formed • • • • • from No. 16 gage galvanize) steel and all other ABAr • models from No. 14 gage galvanize steel•The•sides otj the ABA post base connector have prepuncN&holes for 10d or 16d nails driven into the side grain of the wood post. Type A narrow plain washer, conforming to the dimensions shown in ASME B18.22.1 (R 1998), or a standard cut washer and nut must be used to secure the ABA post base connector to the concrete anchor bolt. See Table 1 for overall dimensions, required fasteners, and allowable uplift loads and downloads. See Filaure 1 for drawings of an ABA post base standoff connector and a typical installation. 3.1.2 ABU Adjustable Post Base: The ABU44, ABU44R, ABU46, ABU46R, ABU5-5, ABU5-6, ABU66 and ABU66R adjustable post base connectors consist of three components: a U-shaped galvanized steel channel having an adjustment slot for the anchor bolt and prepunched holes for installing bolts or nails, but not both, into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and a 0.171-inch- thick (4.3 mm) rectangular washer (bearing plate). The ABU88, ABU88R, ABU1010, ABU1010R, ABU1212, and ABU1212R adjustable post base connector consists of the following components: a U-shaped galvanized steel channel having two 11/16-inch-wide (27 mm) long -slotted holes for anchor bolts and prepunched holes for installing nails into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch �25.4 mm) above the concrete footing, and two nominally /4-inch-thick square washers (bearing plates). See Table 2 for the overall dimensions of the U-shaped channel, nominal thickness of the steel channel and standoff base, required fasteners, and allowable uplift loads and downloads. See Figure 2 for drawings of the ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report or as to any product covered by the report. nA Copyright 0 2018 ICC Evaluation Service, LLC. Al rights reserved. Page 1 of 9 ESR-1622 1 Most Widely Accepted and Trusted Page 2 of 9 components of an ABU44 and ABU88 adjustable post base connectors and a typical ABU connector installation. 3.1.3 PBV Post Base: The PBV post base is a single piece post base connector formed from No. 14 gage steel having a powder -coated paint coating. The PBV connector is circular and has a center channel section and two raised semicircular flat portions that provide a 1-inch (25.4 mm) raised bearing surface for a round post. The connector has prepunched holes for installing SDS screws into the end grain of a round post. See Table 3 for the connector dimensions, required fasteners and allowable downloads. 3.1.4 CPTZ Concealed Post Tie: The CPTZ concealed post tie is a three-piece post base connector used to provide a concealed connection between a post and the foundation. The concealed post be consists of the following components: a No. 10 gage galvanized steel knife plate center section having two prepunched holes for installing anchor bolts and three prepunched holes for installing chamfered steel dowel pins or bolts into the side grain of the wood post; a No. 12 gage galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing; and a two 0.134-inch-thick (3.4 mm) rectangular washers (bearing plates). See Table 4 for connector dimensions, required fasteners and allowable downloads; and Figure 4 for CPTZ connector and typical installation. 3.1.5 RPBZ Retrofit Post Base: The RPBZ column base consists of a single piece of bent, cold -formed, galvanized sheet steel, consisting of two vertical faces bent at 90 degrees and two 2%-inch-vide-by-1'/Z-inch-long (57.2 by 38.1 mm) horizontal flat bases. The part is manufactured from No. 12 gage galvanized steel. The two vertical faces have fastener holes that are used for installing SDS Screws in order to fasten to the wood post. The two horizontal flat base pieces have three fastener holes each; two %-inch-diameter (6.4 mm) holes used for installing concrete screws or SDS Screws and one 3/8-inch (9.5 mm) hex hole used for installing a concrete anchor bolt at the base. See Table 5 for RPBZ dimensions, fastener/anchor information and allowable loads. See Figure 5 for a graphical depiction and typical installations for the RPBZ. 3.1.6 ABWZ Adjustable Post Base: The ABWZ post base consists of three components: A galvanized steel main body that wraps around all four sides of the post and has prepunched holes for installing the required fasteners and an adjustment slot on the bottom for the anchor bolt, a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the contrete footing, and a rectangular bearing plate with a 9/16_inch-diamter (14.3 mm) hole. The ABW44Z and ABW44RZ use the LPB'h bearing plate which is 2-inches-by-2-inches (50.8 by 50.8 mm) and is 0.129 inch (3.28 mm) thick. All other ABWZ bases use the BP'/2EG bearing plate which is 3-inch-by-3-inch (76.2 by 76.2 mm) and 0.229 inch (5.82 mm) thick. See Table 6 for ABWZ dimensions, material gauge, fastener/anchor information and allowable loads. See Figure 6 for a graphical depiction and typical installations for the ABWZ. 3.2 Materials: 3.2.1 Steel: Unless noted otherwise, the connectors described in this report are manufactured from galvanized steel in accordance with ASTM A653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The bearing plates for the ABU88 are ASTM A36 with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (400 MPa) and have no coating. Base metal thicknesses for the connectors in this report are as follows: NOMINAL I MINIMUM BASE METAL THICKNESS y THICKNESS inches No. 10 Gage 0.1275 No. 12 Gage 0.0975 No. 14 Gage 0.0685 No. 16 Gage 0.0555 '! inch(Bearing Plate 0.2145 For SI: 1 inch = 25.4 mm. The connectors have a minimum G90 zinc coating specification per ASTM A653 unless otherwise noted. Some models (designated with a model number ending with Z), including the CPTZ, the RPBZ, and the AWBZ, have a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with• emodel number ending with HDG) are available Uhsa6hot-dip e e e e. galvanization, also known as. Xatch" galvanization, in .' accordance with ASTM A123e.uiiit;f6a miniftbiSAecifiege..;, coating weight of 2.0 ounces. pt Llf►F per squire foot of e surface area (610 g/M2), total for both .sidej. Mode] e e • e • numbers in this report do not iA jlpgg the Z or#DCi ending . e e but the information shown applies. The PbV post base e has a "PC suffix indicating a FVer coated pains coating:, The lumber treater and the 'holder 6f tR% repoi4"';' (Simpson Strong -Tie Compar!0*0foZld be contacted for . recommendations on the appropriate IevPJ,gf.:prrosioA • e e e e resistance to specify for use,of jltee steel econnectors ig e contact with the specific proprietary preserv$tivetreated or • fire retardant treated lumber. ....' 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber), except as noted in Section 4.1. The thickness of the supporting wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. For installation in engineered wood members, minimum allowable nail spacing and end and edge distances, as specified in the applicable evaluation report for the engineered wood product, must be met. 3.2.3 Fasteners: Nails used for hangers described in this evaluation report must be bright or hot -dipped galvanized carbon steel nails complying with ASTM F1667 as reference in Section 2303.6 of the IBC. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report as having bending yield strength (Fyb) and withdrawal capacity equal to or better than those of a bright carbon steel nail of the same nominal diameter as required by this evaluation report as hown in the following table: SHANK FASTENER FYb FASTENER DIAMETER LENGTH (psi) (inches) (inches) 10d 0.148 3 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6,895 Pa. Nails used in contact with preservative treated or fire retardant treated lumber must be hot -dipped galvanized carbon steel nails. Nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation for use in the applicable treated lumber. Bolts used in contact with preservative -treated or fire-retardant- ESR-1622 1 Most Widely Accepted and Trusted Page 3 of 9 treated lumber must comply with Section 2305.10.5 of the 2018 or 2015, Section 2304.9.5 of the 2012 and 2009 IBC, Section R317.3 of the 2018, 2015, 2012 or 2009 IRC or Section R319.3 of the 2006 IRC, as applicable. For use with treated lumber, the lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the appropriate coating or material to specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. The SDS and SD screws must comply with Sections 3.2.4 and 3.2.5 of this evaluation report. The bolts, at a minimum, must comply with ASTM A36 or AC307. The dowel pins used with the CPTZ connectors are proprietary pins manufactured in compliance with ASTM A510 wire rod in accordance with designation UNS G10180, Grade No. 1018, or the Baosteel Company steel specification Q/BQB 517-2009 SWRCH18A. 3.2.4 SDS Screws: Fasteners used with the column bases described in Table 3 and Table 5 must be Simpson Strong -Tie Strong -Drive SDS screws recognized in ESR-2236. SDS screws used in contact with preservative - treated or fire -retardant -treated lumber must, at a minimum, comply with ESR-2236. The lumber treater or Simpson Strong -Tie should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire -retardant -treated lumber. 3.2.5 SD Screws: Fasteners used with the column bases described in Table 6 must be Simpson Strong -Tie Strong - Drive SD screws recognized in ESR-3046. SD screws used in contact with preservative -treated or fire -retardant - treated lumber must, at a minimum, comply with ESR-3046. The lumber treater or Simpson Strong -Tie should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in the product tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100OF (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the applicable wet service factor, CM, specified for lateral loads for dowel -type fasteners in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the applicable temperature factor, G, specified in the NDS. Connected wood members must be analyzed for load -carving capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. Bolts and nails must be installed in accordance with the applicable provisions in the NDS. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation iris ftfgns. A copy of the instructions }must' Pe availbbIV at the• • • •; • jobsite at all times during ingtallatlbn. 00. • 5.2 Calculations showing com9llanc� with this report must* be submitted to the code official. The calculations...... must be prepared by a reg fe'F ddesign fief'ecsional' ' where required by the staiues of the jurisdiction in ". which the project is to be db14fr64ted. " ' • • • • • .. .. . .. ...... 5.3 Adjustment factors noted:ip: � Action 4.1: and the * • applicable codes must; be *considrred,• where applicable. • • • • • • 5.4 Connected wood members' sad fastenew must; comply, respectively, with Sections 3.2.2."3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 5.6 The design of anchor bolts and the concrete footings is outside the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION 7.1 The products described in this report are identified with a die -stamped label or an adhesive label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 7.2 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY, INC 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999.5099 www.stronatie.com ESR4622 1 Most Widely Accepted and Trusted Page 4 of 9 TABLE 1—ABA ADJUSTABLE POST BASE CONNECTORS' 2,3 DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS (Ibs) MODEL NO. W L H Anchor Bolt Diameter (inches) Nails into Post (Quantity -Type) Uplift Downloads Co=1.6 CD=1.0 CD=1.15 CD=1.25 ABA44 39/,6 3'/e 31/18 1/2 6-10d 690 5,925 ABA44R 4'/,e 31/8 213/,e 1/2 6-10d 655 7,215 ABA46 39/16 53/ie 31/8 5/8 8-16d 870 10,500 ABA46R 41/,e 53/,e 2'/8 5/8 8-16d 870 10,695 ABA66 5% 51/4 31/8 5/8 8-16d 850 10,245 ABA66R 6 53/,e 2r/8 5/8 8-16d 850 11,500 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. Reduce loads when other load durations govern. • • • • 2The allowable downloads may not be increased for short term loading. + + ' • • • • • AAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the 0411as2 connector. • • Weyer • • • • + • • • •••••• Required - I 2' Min.. • • • • Not Supplied side over (typj••••• •• • o • • •••• ABA ABA Installation FIGURE 1—ABA ADJUSTABLE POST BASE CONNECTOR ESR-1622 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 2-ABU ADJUSTABLE POST BASE CONNECTORS'.2,3,4 MODEL CONNECTOR DIMENSIONS FASTENERS (Quantity -Type) ALLOWABLE LOADS (Ibs) U-Channel S Base ff Uplift p Nails Bolts Download Nails or Bolts NO. W (in.) L (in.) H (in.) Gage No. Gage No. Nails into Post Bolts through Post Anchor Bolt Diameter (inches) Co= 1.6 Co = 1.6 C�1.0 Co=1.15 Cn=1.25 ABU44 39/16 3 51/2 12 16 12-16d 2-'/2 1 -5/8 1,900 2,300 7,570 ABU44R 4 4 5'% 12 16 12-16d 2-'/2 1 -'/8 1,900 2,300 7,570 ABU46 39/ja 5 7 12 12 12-16d 2 -'/2 1 - 5/6 2,405 2,265 12,520 ABU46R 4 6 6% 12 12 12-16d 2-1/2 1 -5/e 2,405 2,265 12,520 ABU5-5 5% 5 016 10 12 12-16d 2-1/2 1 - 5/e 2,235 2,235 10,570 ABU5-6 0e 5 6'/,e 10 12 12-16d 2-1/2 1 -5/e 2,235 2,235 10,570 ABU66 51/2 5 6'/,g 10 12 12-16d 2-1/2 1 - 5/e 2,475 2,190 r • 19,205 ABU66R 6 6 5''he 10 12 12-16d 2-1/2 1 -5/e 2,475 • 2,1 0 205 ABU88 71/2 7 7 12 14 18-16d - 2 - 5/e 2,570 • • • • s • r i �2 405 ABU88R 8 7 7 12 14 18-16d - 2 - 5/e 2,450 see*" 49,870 ABU1010 9'Y2 9 7Y4 14 14 22-16d - 2 - 5/8 2,270 • • • • •-• • • 20 ABU101OR 10 9 7 14 14 22-16d - 2-5/e 1,830 • - 31,650 ABU1212 11Y2 11 7% 12 12 22-16d - 2 - 5/a 3,000 • • ,f45 ABU1212R 12 11 7 12 12 22-16d - 2 - 5/e 3,000 . •.. 34,745 • • • • • • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • • • • r • r i • •r•••e 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allo6blo TQods must be reduced ; • • • •; •• • • •• • • when other load durations govern. • • • 2The allowable downloads may not be increased for short term loading. • • . • AAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 4Allowable uplift loads based on nails and bolts are not cumulative. 2 Load Trans ,\ Plates Suppli waft ABU44 ABU88 ABU Installation FIGURE 2-ABU ADJUSTABLE POST BASE CONNECTORS ESR4622 1 Most Widely Accepted and Trusted Page 6 of 9 TABLE 3—PBV POST BASE CONNECTORS'.2.1 DIMENSIONS ALLOWABLE (inches) FASTENERS DOWNLOADS (Ibs) MODEL NO. L H SDS Screws into Post Anchor Bolt Ca=1.0 (Quantity Type) (Quantity- Diameter) CC=1.25 PBV6 5'/, 1 4 -SDS'/, x 3 1- 5/8 8,255 PBV10 93/18 1 4-SDS'/, x 3 1 —5/8 21,435 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 3The model number for the SDS'/., x 3 inch screw is SD25300. 7-1TA • PBV Installation••, FIGURE 3--PBV POST BASE CONNECTORS TABLE 4—CPTZ POST TIE CONNECTORS'.2.3.4 • • • •• • • •• •••• DIMENSIONS FASTENERS ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE MODEL NO. UPLIFT CD = 1.60 (Ibs.) DOWNLOAD CD =1.00 (Ibs.) F, CD = 1.60 (Ibs.) F2 CD = 1.60 (Ibs.) W (in.) L (in.) Anchor Post Qty. Dia. (in.) Qty. Type CPT44Z 3'/2 31/2 2 '/2 2 % x 23/4 Dowel 3, 035 9,805 600 605 '/ MB 3,200 CPT66Z 531, 53/e 2 1/22 Y2 x 43/4 Dowel 3,580 21,375 655 1,025 Y2 MB 3,565 CPT88Z 71/4 71/4 2 Y2 2 'Y2 x 43/4 Dowel 3,625 22,805 740 1,080 '/: MB 3,580 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The allowable uplift loads have been increased for wind and earthquake load with no further increase allowed. Reduce where other loads govern. 2The allowable downloads may not be increased for short-term loading and must not exceed the post capacity. 3Connector package come with three'/2-diameter dowel pins. Alternate 1/2-inch-diameter hex or squared head machine bolt (MB) may be used for loads listed. Lags or carriage bolts are not permitted. 4Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not for non -braced or non -top - supported installations. 1 O O Q Q Q o CPT44Z (others srrhBar) j z.. F 2� 51. WW F, Z \ J Chamfered Steel Pin FIGURE 4—CPTZ POST TIE CONNECTOR AND TYPICAL INSTALLATION ESR4622 1 Most Widely Accepted and Trusted Page 7 of 9 TABLE 5—RPBZ RETROFIT POST BASE'.2,3,4,a,s,7 Fasteners Allowable Connector Loads Model Qty Ibs SizePost Base Connection Post Uplift Fz (160) F3 (160) Type Qty Type Qty. Connection To Concrete (160) 1 4x, 6x 3/9' Anchor or 2 Bolts or 4 Screws 4 SDS 14x 1.5" 1,500 1,005 480 2 2,235 1,115 1,115 RPBZ Titen Screw 4 Bolts or 8 Screws Connection To 8 Framing 1 ... 4 SDS'/4x3" 4 1,335 1,005 480 2 2,235 1,115 1,115 8 8 4x, 6x SDS'/4 x 1.5" 1 4 4 845 1,005 480 SDS'/4x1.5" 2 1,825 • 1,116. .. 115 8 8 For SI: 1 in = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.895 kPa. • • ' ; • • • • 'Allowable loads have been increased for wind or earthquake loading with no further increase allowed. The alldW ttldads must ba • reduced when other load durations govern. ****so • AAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the po% PjV connegor. • 3Double 2x4's may be used in lieu of 4x4 post. • • • • • • • • 4For installation on 6x members, if four RPBZ's are used, allowable loads may be taken to be 1.5 x the tabulated value. • 5When the specified SDS screws at Base Connection for Connection to Wood Framing are installed in 5/4" Sout MrrI9ijle decl tj• it to acceptable to use the allowable loads shown in the table. Otherwise, SDS screws threads should be fully engag2tl i" a structural wood member. •••••• BPost bases do not provide adequate resistance to prevent members from rotating about the base and therefor4 are'not recomg1e4%d for non top -supported installations (such as fences, unbraced carports or guard rails). • • : • • • • • 'Download shall be limited by the design capacity of the post. • • • • • a 4 4 I -f Yr ' Y6 e% L ! d =. RPBZ RPBZ Installation with CPS Away from Edge on Concrete or double min. post RPBZ Installation Away from Edge on Concrete RPBZ Installation in Interior -Dry RPBZ 1F2 O tF3 Concrete RPBZ Installation on Wood 4A RPBZ Corner Installation Post Flush to Edge FIGURE 5—RPBZ RETROFIT POST BASE ESR-1622 1 Most Widely Accepted and Trusted Page 8 of 9 TABLE 6—ABWZ ADJUSTABLE POST BASE CONNECTORS''2.3 DIMENSIONS ALLOWABLE LOAD NOMINAL MATERIAL (in) FASTENER ANCHOR (DF/SP) (Ibs) MODEL POST DIAMETR Base Body Uplift Download SIZE (in) (GA) (GA) W L H Type Qty. (160) (100) 10d 1,005ie ABW44Z 44 16 16 3& 39/1a 2'/a 8 '/z 7,180 SD9112 1,105 10d ABW44RZ RGH 4x4 16 16 4 41/1e 15/1e 8 '/z 835 7,180 SD9112 ABW46Z 46 12 16 39/1e 59/ie 3'/32 10d 10 1/2 845 4,590 SD9112 940 ABW46RZ RGH 4x6 12 16 6 4 213/1e 10d 10 �z • • • 780 • • • •4,590 • SD9112 • • • • • ABW66Z 6x6 12 14 51/1e 517/32 3'/32 10d 12 •• 6/1 • • • 1,190 • •• • • 12,935 • SD9112 1,22y • 10d •., • ABW66RZ RGH 6x6 12 14 6 6 13 2 /ie 12 �•••• •%� • • 1,19a • •12,935 • SD9112 ABW7-7 7'/ex7'/a 12 14 71/8 75/le 3 10d 1 12 i/e• • • 840 • 14,535 • ••• • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 000000• 'The uplift loads have been increase for wind or earthquake loading with no further increase allowed. Reduce whereother loan iiLr"aLdns govern. .. . 0 zThe allowable loads may not be increased for short term loading. • • • 3Anchor bolts and the concrete footings must be capable or resisting all loads and forces transferred from the post base connector. 4acnm jlj wn per ' 14:e_ Designer st0e fmm. ABW Adjustable Post Base Typical ABWZ Installation FIGURE 6—ABWZ RETROFIT POST BASE ICC-ES Evaluation Report ESR-1622 LABC and LARC Supplement Issued December 2018 This report is subject to renewal January 2019. www.ice-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastics, and Composite Fastenings REPORT HOLDER: • • '..••' ...... • • • • SIMPSON STRONG -TIE COMPANY INC. • EVALUATION SUBJECT: • • • • • • SIMPSON STRONG -TIE® POST BASE CONNECTORS FOR WOOD CONSTRUCTION 96060 ' ""` ••..•• •• • .•.•• 1.0 REPORT PURPOSE AND SCOPE Purpose: • • • • The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie post base connec%rs for wood • construction, described in ICC-ES master evaluation report ESR-1622, have also been evaluatedefoi complianae,with thg codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). . •. • Applicable code editions: ■ 2017 City of Los Angeles Building Code (LABC) ■ 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie post base connectors for wood construction, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1622, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Tie post base connectors for wood construction, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-1622. • The design, installation, conditions of use and labeling are in accordance with the 2015 Intemational Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-1622. • The design, installation and inspection are in accordance with additional requirements of LABC Chapter 23. • The connections are not approved to resist uplift forces from wood shear walls. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The hillside building provisions in LABC Section 2301.1 are excluded from this supplement report. This supplement expires concurrently with the master report, issued January 2018 and revised December 28, 2018. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report. Copyright C 2018 ICC Evaluation Service, LLC. All rights reserved. M W�FPxidgAfi Page 9 of 9