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DGT-14-2447 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-222977 Permit Number: DGT-11-14-2447 Scheduled Inspection Date: October 06,2015 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: COYNE, MARIA Work Classification: Deck -Wood Job Address:67 NE 94 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060130570 Project: <NONE> Contractor: CONSTRUCTION & DESIGN LLC Phone: (305)684-1267 Building Department Comments NEW WOOD DECK Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. October 05,2015 For Inspections please call: (305)762-4949 Page 1 of 39 Miami Shores Village Building Department , 4 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 l b i 1 BUILDING Master Permit N07G PERMIT APPLICATION Sub Permit No. ®U LDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP r^ CONTRACTOR DRAWINGS JOB ADDRESS: �`/� S'i 2cE _ H1, 111-6 91I002E�7 City: Miami Shores County: Miami Dade Zio: j31 38 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: �Construction Type: /' Flood Zone: BFE: p FFE: OWNER:Name(Fee Simple Titleholder):: I l{�iz, ,qI E Coy j6- Phone#: Address: gFleCE l City. P'1 /a r4 12f< State: L Zip: 3 �d Tenant/Lessee Name: Phone#: Email: rye '1'e- -ccaro . "lam. CONTRACTOR:Company Name: ''_�N�T1_ ctc- okk v,k/6�I-�_ /�F 1JNrfr phone#: 90!C- (44- " I 6� Address:,,// 'Y'Z[q A/d(/ City:, irl � State: 6= Zip: 33(2=6 Qualifier Name: 6i�e ��_ /? Phone#:---306- 6 8'¢126 State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ TO 03 are/Linear Footage of Work: �Z-6) Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: �j e W WC)CJ-D ---r)P C - Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) `Bonding Company's Name(if applicable) Bonding Company's Address City State _ Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will t be approved and a reinspection fee will be charged. Si ature Signature /J J/, 7 //V6V - - - - OWNE6 b/r'AGENT CO RACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this � t day of 40V(rn b4r ,20 )L .by _ /day of lqOyeyr)i e� ,20 ,by I�a riu 60` n •t ,who is personally known to JeAr'f-, (-)'I/ I<. ,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: I Sign: Print: h ,- Print: O n U Seal: JOHNSeal: '1'0TARy p�M UDBqr STATE OF FL STAY p�� of ####333#333333# 3Y7/3Mr r`oltna 71( 33333#####3#3#33333#3#33#333#3 3aRi�iY'SR'��iW��siiii##! #333 33#j{1k APPROVED BY ` Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) RICK SCOTT GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD G`F 12UM94 4 e UILDING CONTRACTOR w iVafned bel ow IS CERTIFIED , tho provisions of Chapter 489 FS,, - a_ �xpt�etlet det AUG 31. 2016 - WHITEJEFFREY LYNN " ";a...., r.,. ' IrONSfRUCTION &DESK; LLC •• 420 NW 17TH AVENUI! , MIAMI L 33125 ISSUED: 06/12/2014 DISPLAY AS REQUIQ,: r4,Y + ',,'V SEQ# L1406120000960 0STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CBC1258894 ISSUED, 06/12/2014 CERTIFIED BUILDING CONTRACTOR WHITE, JEFFREY LYNN CONSTRUCTION&DESIGN, LLC } IS CERTIFIED under the provisions of Ch,489 FS. 610..0ondme ' AUG 31,2016 L1406120000060 .. 1 JEFFATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW*' CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 402014 EXPIRATION DATE: 42%2016 PERSON: WHITE JEFFREY L FEIN: 452795959 BUSINESS NAME AND ADDRESS: CONSTRUCTION&DESIGN LL 420 NW 17TH AVE MIAMI FL 33125 SCOPES OF BUSINESS OR TRADE: LICENSED BUILDING CONTRACTOR Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt..apply only within the scope of the business or trade listed on the notice of election to be exempt Pursuant to Chapter 440.05(13),F.S.,Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if,at any time after the filing of the notice or the issuance of the certificate,the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate.The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS?(850)4131609 I 005253 r ',lw' $'°' OWN +z f SEC.TY SUSINESS` M CO3NS�)OON&DESIGN LLa. ..496 SU64 NERAL'BLDG R PAYMEN f ECEIV06 •�� V(Itki(s) 1 11 CBC125$8 8TAX COLLECT $45.00 0 %02/2014 s{t #1?PU 11 , 17080. This cal Busmest7 ' cerpt o y corms a nt of the f o'' P y� cal Business T ax.lfie RecAr 'isnot a li e pe fta certhca 1 Can", t�fjri df the holder ualifrcatioas,to do business. Holderdn oalply yitAh'any govehlM9iit81 ai�t¢s iernmentalJ�g�letory lav requireme which apply to the ppdil� N , The`RECEIPT NIi1.'sbove m nl�ladisplayed oft e1100 tefo al vehicles CIIIII Ii I "ale Sec 8a-276. Fofrtloib'irlldmation yraklettiiyinigmidadeandXfsxtdlleclot :' '' R c Rc� CERTIFICATE OF LIABILITY INSURANCE °"'11 MW ro612DDITYM 014ota PP40UCER THIS CERTIFICATION 18 ISSUED AS A MATTER OF INFORMATION — VVE INSURE FLORIDA,INC ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE — 10300 SUNSET DRIVE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR SUITE 283 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. MIAMI,FL 33173 INSURERS AFFORDING COVERAGE NAIC III INSURED INSURER A: ATLANTIC CASUALTY INS CO CONSTRUCTION&DESIGN LLC INSURER It &JEFF WHITE INSURER C: 420 NW 17 AVE INSURER 0: MIAMI,FL 33178 INSURER e: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED'NAMED ABOVE FOR THE POLICY PERIOD INDICTED.NOTWfTHSTANDIM ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WTH RESPECT TO VMCH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERNI6,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INN LTR TYPE OF INSURANCEPOLICTTNUMBER BFGCTIVE PO 1 EIEXPIRA LIMITS GENERAL LIABILITY L030003647-2 W1712014 041171WIS EACH OCCURRENCE 3 1,000,000 A X COMMERCIAL GENERAL LIABILITY arolar:. $ 100,000 -- CLAIMS MADE FRI OCCUR MED EXP&V aro person) $ 5,000 PERSONAL A ADV KAM $ 1,000,000 GENERAL AGGREGATE i 1,000,000 GEN'LAGGREGATELIMIT APPUESPER PRODUCTS-COMPIOPAGO i 1.000,000 X POLICY PRO LOC i AUTOMOBILE LIA0Rn COMBINED SINGLE UdT $ ANY AUTO ^4 ALL OVOED AUTOS BODILY INJURY SCHEDULED AUTOS (Pa'Owean) i HREDAUTOS BODILY NJURY NONOYNJEDAUfOS (Peroddiirtl) i PROPERTY DAMAGE $ IPer +U GARAGE LIABILITY AUTO ONLY-EA ACCIDENT i ARYAUTO OTHER THAN EAAOC i AUTO ONLY: AGO 3 EXCESSIUMBRELLA LIAM rrY EACH OCCURRENCE S OCCUR CLAIMS MADE AGGREGATE S PRODUCTS AGG i DEDUCTIBLE 3 RETENTION i WORIERSOOMPENBATIONAND TORYLBITTS ER EMPLOVEW LIABILITY ANY PROPRIETORIPMTNERIEXECIVE E.I.EACH ACCIDENT $ UT OFRCER MEMBER EXCLUDED? E.L.DISEASE-EA EMPL i r yea,d.ae I under SPECIAL PR WOW E.L.DISEASE-POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORBEIIIENT I SPECIAL PRpVIWNS REMODELING-CERTIFIED BUILDING CONTRACTOR#CBC1258M CERTIFICATE HOLDER CANCELLATM SHOULD ANY OF THE ABOVE DESCRIBED POULMES BE CANCaLLBD BEFORE THE EXPIRATION CITY OF MIAMI SHORES DATE THEREOF,THE MOND MISURERMRLL TO MAL DAYS WRITTEN BUILDINGDEPARTMENT MOTIOE TO THE CERTIRMTE HOLM � LEFT.BUT FAILURE TO DO SO SHALL 10050 NE 2 Ave Miami Shores Vie FL 33138 IMPOSE No OBLIGATION ON LIABILITY NY UP EBON THE I ITS AOHIIs OR NEPNENTATVES. AUTHORIZED US WSWATVE ACORD 26(2001108) 0 ACORD CORPORATION 1948 SAO RFs s.,. „„. Miami shores Village Building Department �ORiDp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10ercent ownership; p, 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption.In these circumstances,Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company. Therefore,you may be personally liable for the worker compensation injuries of any person allowed to work under this permit Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Owner Contractor Print N Q YI Print Name: Sig re: Signature: f` State of Florida) State of Florida) County of Miami-Dade) County of Miami-Dade) I )of d sub 'bed before me this Sworn to and subscribed before me this 20�. day of (� 0 Y By UC01W � � (SE Mprouce nf cation T e f en i i atio Miami Shores Village Res Building Department 'fie.. „,,,m 10050 N.E.2nd Avenue CITY Miami Shores, Florida 33138 in- 12RIPW Tel: (305) 795.2204 A -p Fax: (305) 756.8972 COPY • Page 1 of 1 Permit No: 2-4 �- Structural Critique Sheet 2 D C-�`'`"a e- (�//1.. Com-• •�-env-rz.y�.� C� Gv�'�[ v-O 'M'ir• tR� �^` A � Ca,�r� c 2 17, S� STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf r M SNORES G Miamishores Village C. Building Department Boom 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 �LORiDp' Fax: (305) 756.8972 NOVEMBER 17, 2014 Permit No: DGT-11-14-2447 Building Critique Review 1 . Zoning and structural approval is required. 2. Health department review and approval required. Ismael Naranjo Building Official Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, replace them with new revised sheets and place behind the most current page. SNORES C.waz Grp Miamishores Village Building Department wool 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 ��ORiDA Fax: (305) 756.8972 NOVEMBER 17, 2014 Permit No: DGT-11-14-2447 Planning Critique Provide a site plans showing the setbacks of the wood deck from the property line. David Daquisto 305-762-4864 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, replace them with new revised sheets and place behind the most current page. SHORES L Ixc. 19312 \ t� � � n � uu nn•� Miami Shores village Building Department t �►~rE'6 IN 6 olk 10050 N E 2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795 2204 Fax: (305) 756 8972 RECEIPT PERMIT#�C5 j - 12�t �I DATE- 3 Contractor •mer D Architect Picked up sets of >l�t(oter) 2 S ic(CAddress: - From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to COntin a permitting process. Acknowledged by: 171 F/I`rZL PERMIT CLERK IN(T L: RESUBMITTED DATE: I Q /S PERMIT CLERK INITIAL. APP DOC #AP1160873 STATE OF FLORIDA PERMIT #:'13-SC-1577118 DEPARTMENT OF HEALTH DATE PAID 12/22/2014 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM APPLICATION FOR CONSTRUCTION PERMIT FEE PAID: 70.00 .� RECEIPT #:13-PID-2586444 APPLICATION FOR: [ ] New System [X] Existing System [ ] Holding Tank [ ] Innovative [ ] Repair [ ] Abandonment [ ] Temporary [ ] APPLICANT: Jeffrey White AGENT: John Ubardy TELEPHONE: 1 (786)302-2500 MAILING ADDRESS: 420 NW 17 Ave Miami, FL 33125 TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. SYSTEMS MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3) (m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S REPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. LOT: 20 21 BLOCK: 4 SUBDIVISION: PLATTED: 01/01/1970 PROPERTY ID #: 11-3206-013-0570 ZONING: I/M OR EQUIVALENT: [ Y /] N PROPERTY SIZE: 0.30 ACRES WATER SUPPLY: [ ]PRIVATE [X]<=2000GPD [ 1>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ Y / N� DISTANCE TO SEWER: FT PROPERTY ADDRESS: 67 NE 94 St Miami, FL 33137 DIRECTIONS TO PROPERTY: BUILDING INFORMATION: [X] RESIDENTIAL [ ] COMMERCIAL Type of No. of Building # Persons Total Design Flow Establishment Bedrooms Area Ft Served For This Unit 3 2624 6 400 [ ] Floor/Equipment Drains [ ] Other (Specify) SIGNATURE: DATE: 12/22/2014 DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated 64E-6.001, FAC Page 1 of 4 V i.U.(7 AY1169873 E.ID i.5 1.?1.1.8 APP DOC #: API16981-3 STATE OF FLORIDA PERMIT NO. 13-SC-1577118 DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DATE PAID: 12/22/2014 APPLICATION FOR CONSTRUCTION PERMIT FEE PAID: 70.00 s 0 RECEIPT #: 13-PID-2586444 Additional Notes and Comments: County Notes Fields: County Process#: Sent To Legal for Outstanding Balance Enforcement: Box#sent to storage: Zone: Agency Name: County Status: Sent to Collections("Y"=Yes,blank=no): Special Program(i.e.After School Meal Program): Government Entity(City,County,State,Federal): General Comments: No Objection. Reviewed by Y.Martin on 01/07/2015 for wood deck. �+ � n V ade ll- \aR` Q�o��a� F\0�\ao. v 1.0.0 nPI.a.69873 EID1577118 Rick Scott Mission: t Governor To protect,promote&improve the health " of all people in Florida through integrated ' John H.Armstrong, MD, FACS TH state,county&community efforts. �� -State Surgeon General&Secretary Vision:To be the Healthiest State in the Nation January 07, 2015 John Ubardy 420 NW 17 Avenue Miami, FL 33125 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1169873 Centrax Permit Number: 13-SC-1577118 67 NE 94 Street Miami, FL 33137 Lot: 20 21 Block: 4 Subdivision: Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 12/22/2014 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. No Objection. Reviewed by Y.Martin on 01/07/2015 for wood deck. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-35 0. JSi del , u y rtin Engineering Specialist II Department of Health in Dade County Florida Department of Health www.floridahealth.gov in Dade County• •,Florida TWITTER:HeafthyFLA PHONE: (305)623-3500 FACE BOOK:FLDepartmentofHealth YOUTUBE:fldoh Page# N of Job#: Job Name MARIA CYONE Job Address: 67 NE 94TH STREET MIAMI SHORE,FL. Designed By: Checked By K , • O , sK GO -127t 1 Title Block Line 1 Project Title: MARIA CYONE Engineer: Proiect ID: Prolect Dew: PATIO ADDITION Printed:18 JAN 2015,8:05AM Wood Beam File=c-.WsersIADMINI-1.IQBID000ME-11ENERCA-ticym.ec6 ENERCALC,INC.1983-2D15,Build:6.15.1.6,Ver.6.14.11.30 Lic.#: KW-06010183 Licensee Description: 2X12 WITH STAIR LOAD Z CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1250 psi E:Modulus of Elasticdy Load Combination ASCE 7-10 Fb-Compr 1250 psi Ebend-roc 1600ksi Fc-PdI 1600 psi Eminbend-)o( 580 ksi Wood Species : Southern Pine Fc-Perp 565 psi Wood Grade :No.2: 2"-4" Thick:5"-6"Wide Fv 175 psi Ft 725 psi Density 35.44pcf Beam Bracing : Beam is Fully Braced against lateral-torsion budding Repetitive Member Stress Increase 1)(0.134)L(1.334) 13(0.134)L(1.334) Q(0.005)L 0.05 W-0. 3611)(0.005)L 0.05 N-0.036) 2x12 2x12 Span=8.0 It Span=7.670 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0050, L=0.050, W=-0.0360, Tributary Width=1.0 ft Point Load: D=0.1340, L=1.334 k A 5.0 It Load for Span Number 2 Uniform Load: D=0.0050, L=0.050, W=-0.0360, Tributary Width=1.0 It Point Load: D=0.1340, L=1.334 k(a,1.50 ft DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.6281 Maximum Shear Stress Ratio = 0.846 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 902.07psi fv:Actual = 147.97 psi FB:Allowable 1,437.50psi Fv:Allowable = 175.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span = 8.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.04.4 in Ratio= 2193 Max Upward Transient Deflection -0.005 in Ratio= 18614 Max Downward Total Deflection 0.049 in Ratio= 1969 Max Upward Total Deflection -0.002 in Ratio= 60130 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr CM C t C L M ib Fb V fv Fv +D+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.072 0.094 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.25 93.28 1293.75 0.17 14.82 157.50 Length=7.670 It 2 0.072 0.094 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.25 93.28 1293.75 0.17 14.82 157.50 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.628 0.846 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.38 902.07 1437.50 1.66 147.97 175.00 Title Block Line 1 Project Title: MARIA CYONE Engineer: Project ID: Project Descr: PATIO ADDITION Printed:18 JAN 2015.8:05AM Wood Beam File=c:lUsersADMINI-1.ICBUMME-11ENERCA-llcyone.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.6,Ver..6.14.11.30 KW-06010183 License;7- Description: 2X12 WITH STAIR LOAD Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t CL M tb Pb V fy Fv Length=7.670 ft 2 0.628 0.846 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.38 902.07 1437.50 1.66 147.97 175.00 +0+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.423 0.570 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.85 699.87 1653.13 1.29 114.68 201.25 Length=7.670 It 2 0.423 0.570 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.85 699.87 1653.13 1.29 114.68 201.25 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.018 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.11 40.75 2300.00 0.08 7.22 280.00 Length=7.670 ft 2 0.013 0.028 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.08 30.34 2300.00 0.09 7.92 280.00 +D-0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.068 0.080 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.41 156.22 2300.00 0.25 22.38 280.00 Length=7.670 ft 2 0.068 0.080 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.41 156.22 2300.00 0.25 22.38 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.284 0.389 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.72 652.67 2300.00 1.23 109.01 280.00 Length=7.670 ft 2 0.284 0.389 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.72 652.67 2300.00 1.23 109.01 280.00 +D+0.750Lr+0.750L-0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.325 0.430 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.97 747.08 2300.00 1.35 120.35 280.00 Length=7.670 It 2 0.325 0.430 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.97 747.08 2300.00 1.35 120.35 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.007 0.015 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.65 2300.00 0.05 4.26 280.00 Length=7.670 ft 2 0.010 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 22.43 2300.00 0.06 4.89 280.00 +0.60D-0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.052 0.059 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.31 118.91 2300.00 0.19 16.45 280.00 Length=7.670 ft 2 0.052 0.059 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.31 118.91 2300.00 0.19 16.45 280.00 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+Dell Location in Span +D+L+H 1 0.0487 3.933 0.0000 0.471 +D+L+H 2 0.0098 4.328 +D+L+H -0.0012 0.471 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.490 3.169 0.204 Overall MINimum -0.010 -0.016 0.018 +D+H 0.056 0.326 0.029 +D+L+H 0.490 3.169 0.204 +D+Lr+H 0.056 0.326 0.029 +D+S+H 0.056 0.326 0.029 +D+0.750Lr+0.750L+H 0.381 2.458 0.160 +D+0.750L+0.750S+H 0.381 2.458 0.160 +D+0.60W+H -0.010 0.114 -0.032 +D+0.70E+H 0.056 0.326 0.029 +D+0.750Lr+0.750L+0.450W+H 0.332 2.300 0.114 +D+0.750L+0.750S+0.450W+H 0.332 2.300 0.114 +D+0.750L+0.750S+0.5250E+H 0.381 2.458 0.160 +0.60D+0.60W+0.60H -0.032 -0.016 -0.044 +0.60D+0.70E+0.60H 0.034 0.196 0.018 D Only 0.056 0.326 0.029 Lr Only L Only 0.434 2.843 0.175 S Only W Only -0.109 -0.353 -0.102 E Only H Only I Page# ' of 12 Job#: Job Name MARIA COYNE Job Address: 67 NE 94TH STREET,MIAMI SHORE • Designed By: Checked By a luu 2 � U • • •••• ••• 04 •• • ••• • •••• 900. • ••• 1 • ,r • •• •• • • Q �' b Page# 2 of J:2 Job#: -� Job Name MARIA COYNE Job Address: 67 NE 94TH STREET, MIAMI SHORE Designed By: Checked By Z 1 0.000 • • • 0000 • • • • 0 • • •• 0 0 • • 0000 *400 • • • • 0000 .• • 0• 0 • 0-- 0 so* • 0 • •• • •• • ••• • • 00 70-0 1-0— • • •0 0• • 0 • • • • • 0000 004000 • 0 0 00.0 Title Block Line 1 Project Title: MARIA COYNE Engineer: Project ID; Project Descr: EXTERIOR PATIO Printed:1 NOV 2014,7:14AM File=c:lUsersIADMINI-1.IQBID000ME-11ENERCA-1Una0a.ec6 Wood Beam ENERCALC,INC.19632014,Build:6.14.9.4,Ver:6.14.9.4 KW-06010183 Ln Description: 2X6 RAFTERS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 1250 psi E:Modulus of Elasticity Load-Combination ASCE 7-10 Fb-Compr 1250 psi Ebend-xx 1600 ksi Fc-Prll 1600 psi Eminbend-xx 580 ksi Wood Species :Southern Pine Fc-Perp 565 psi Wood Grade :No.2: 2"-4" Thick: 5"-6"Wide Fv 175 psi Ft 725 psi Density 35.44 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D0.01 LO.1 W-0.072 2X6 Span=8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, L=0.10, W=-0.0720, Tributary Width=1,0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.892 1 Maximum Shear Stress Ratio = 0.374 : 1 Section used for this span 2x6 Section used for this span • • ;"" x6 0000.. fb:Actual = 2,214.33psi fv:Actual ••;• ; • 112.97 psi .• FB:Allowable = 2,482.85psi Fv:Allowable - 3172.40 psi 00 P 0000.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination ;1.ZQQ+D,50Lr+1.60L*1.60H Location of maximum on span = 4.000ft Location of maximum on span = j.562 ft •••••• Span#where maximum occurs = Span#1 Span#where maximum occurs ••_••9 .• 6anit 1 • 0000 •.p.. ..... Maximum Deflection • Max Downward L+Lr+S Deflection 0.279 in Ratio= 344 •:••: •• : • Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 0• • • • Max Downward Total Deflection 0.312 in Ratio= 307 •••••• • Max Upward Total Deflection -0.201 in Ratio= 478 : : • • 6600:6 •0906• • • 0000.. •. . 0000 Maximum Forces&Stresses for Load Combinations ...• Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span# M V a, C FN C i Cr Cm C t C L Mu fb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length=8.0 it 1 0.115 0.048 0.60 1.000 1.00 1.15 1.00 1.00 1.00 0.13 213.80 1862.14 0.06 10.91 226.80 +1.20D40.50Lr+1.60L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.892 0.374 0.80 1.000 1.00 1.15 1.00 1.00 1.00 1,40 2,214.33 2482.85 0.62 112.97 302.40 +1.20D+1.60L40.50S+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.892 0.374 0.80 1.000 1.00 1.15 1.00 1.00 1.00 1.40 2,214.33 2482.85 0.62 112.97 302.40 +1.20D+1.60Lr40.50L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.329 0.138 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.52 817.97 2482.85 0.23 41.73 302.40 +1.20D+1.60Lr40.50W+1.60H 1,000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.110 0.046 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.17 273.73 2482.85 0.08 13.97 302.40 +1.20D+1.60Lr-0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: MARIA COYNE Engineer: Project ID: Project Descr: EXTERIOR PATIO Printed:1 NOV 2014,7:14AM Wood Beam File=c:\UsersIADMINI-1.IQBID000ME-11ENERCA-1lmada.ec6 _ENERCALC,INC.1983.2014,Build:6.14.9.4,Ver:6.14.9.4 KW-06010183 Description: 2X6 RAFTERS 4-/ /2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a C FN C i Cr C m C t C L Mu fb Fb Vu fV Fv Length=8.0 ft 1 0.258 0.108 0.80 1.000 1.00 1,15 1.00 1.00 1.00 0.40 640.25 2482.85 0.18 32.66 302.40 +1,20D+0.50L+1.60S+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.329 0.138 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.52 817.97 2482.85 0.23 41.73 302.40 +1.20D+1.60S+0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.110 0.046 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.17 273.73 2482.85 0.08 13.97 302.40 +1,20D+1.60S-0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.258 0.108 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.40 640.25 2482.85 0.18 32.66 302,40 +1.20D+0.5OLr+0.50L+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.031 0.013 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.06 96.01 3103.56 0.03 4.90 378.00 +1.20D+0.50Lr+0.50L-1.0W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.558 0.234 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.09 1,731.95 3103.56 0.49 88.36 378.00 +1.20D+0.5OL+0.50S+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.031 0.013 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.06 96.01 3103.56 0.03 4.90 378.00 +1.20D-450L+0.50S-1.0W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.558 0.234 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.09 1,731.95 3103.56 0.49 88.36 378.00 +1.20D+0.50L+0.20S+E+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.264 0.110 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.52 817.97 3103.56 0.23 41.73 378.00 +0.90D+W+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.250 0.105 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.49 776.54 3103.56 0.22 39.62 378.00 +0.90D-1.OW+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.339 0.142 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.66 1,051.43 3103.56 0.30 53.64 378.00 +0.90D+E+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.044 0.019 1.00 1.000 100 1.15 1.00 1.00 1.00 0,09 137.45 3103.56 0.04 7.01 378.00 Overall Maximum Deflections Load Combination Span Max.""Def! Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.3121 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0. 80.448 Overall MINimum 0.029 0.029 • • +D+H 0.048 0.048 • • i••••• 0000•• +O+L+H 0.448 0.443 •0 0• 0 • •0 +D+Lr+H 0.048 0.043 •"••• • 0000•• . 0000•• +D+S+H 0.048 0.048 • +D+0.750Lr+0.750L+H 0.348 0.348 •••••• • :•••• +D+0.750L+0.750S+H 0.348 0.348 +0+0.60W+H -0.125 -0.12J 0.00 0.00 00000 +D+0.70E+H 0.048 0.04 00..00 000 00000 +D+0.75OL+0.75OLr+0.450W+H 0.219 0.219 0••00 •0: 0 0 0 0.0 +D+0.750L+0.75OS+0.450W+H 0.219 0.210 .•...• . .' +D+0.750L+0.750S+0.525E+H 0.348 Q34 • • • • • • • • 000.0• +0.60D+0.60W+0.60H -0.144 -0.14-, •••••• +0.60D+0.70E+0.60H 0.029 0.02J i ••• • i 0 0 0•i D Only 0.048 0.046 0• 0 0000 • • Lr Only 0000 L Only 0.400 0.40:; S Only W Only -0.288 -0.283 E Only H Only Title Block Line 1 Project Title: MARIA COYN E Engineer: Project ID: Project Descr: EXTERIOR PATIO Printed: 1 NOV 2014,7:21AM Wood Beam File=c:\UsersIADMINI--t.IQB\DOCUME-1\ENERCA-1\mada.ec6 ENERCALC,INC.1%3-2014,Build:6.14.9.4,Ver:6.14.9.4 KW-06010183 Description: 2X12 WOOD BEAM �J CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 1250 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1250 psi Ebend-xx 1600ksi Fc-PrII 1600 psi Eminbend-xx 580ksi Wood Species :Southern Pine Fc-Perp 565 psi Wood Grade :No.2: 2"-4" Thick: 5"-6"Wide Fv 175 psi Ft 725 psi Density 35.44 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D 0.04 0.4 M-0.288) 2x12 Span-8.OR Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.040, L=0.40, W=-0.2880, Tributary Width=1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.847. 1 Maximum Shear Stress Ratio = 0.624 : 1 Section used for this span 2x12 Section used for this span :...ix12 fib:Actual 2,102.56 psi fv:Actual : _ .`. 188.84 psi FB:Allowable = 2,482.85psi Fv:Allowable Z02AO psi `. Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +T.2dVA.50Lr+T60L+1.60H Location of maximum on span = 4.000ft Location of maximum on span 0"000 '7.066 ft ;....; Span#where maximum occurs = Span#1 Span#where maximum occurs •,�.•• 08my 1 • Maximum Deflection 0000 ••'• 00000 Max Downward L+Lr+S Deflection 0.130 in Ratio= 737 •••••• ••• • ••:••0 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 ••`••• `•0 •••••• Max Downward Total Deflection 0.145 in Ratio= 663 •..•.• . .` Max Upward Total Deflection -0.094 in Ratio= 1023 • • • • Maximum Forces&Stresses for Load Combing tions Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a C FN C i C r C m C t C L Mu fb Fb Vu tv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.101 0.074 0.60 1.000 1.00 1.15 1.00 1.00 1,00 0.49 187.55 1862.14 0.19 16.84 226.80 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.847 0.624 0.80 1.000 1.00 1.15 1.00 1.00 1.00 5.54 2,102.56 2482.85 2.12 188.84 302.40 +1.20D+1.60L+0.50S+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.847 0.624 0.80 1.000 1.00 1.15 1.00 1.00 1.00 5.54 2,102.56 2482.85 2.12 188.84 302.40 +1.20D+1.60Lr+0.50L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.309 0.228 0.80 1.000 1.00 1.15 1.00 1.00 1.00 2.02 767.57 2482.85 0.78 68.94 302.40 +1.20D+1.60Lr+0.50W+1.60H 1.000 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.111 0.082 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.73 276.15 2482.85 0.28 24.80 302.40 +1.20D+1.60Lr-0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: MARIA COYNE Engineer: Project ID: Project Descr: EXTERIOR PATIO Printed: INOV 2014,7:21AM Wood Beam File=c:lUsers%DMINI-1.IQBIDOCUME-�11ENERCA-1Unada.ec6 ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9.4 KW-06010183 Description: 2X12 WOOD BEAM 4112 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C FN C i Cr C m C t C L Mu fb Fb Vu fv Fv Length=8.0 ft 1 0.241 0.178 0.80 1.000 1.00 1.15 1.00 1.00 1.00 1.58 597.66 2482.85 0.60 53.68 302.40 +1.20D+0.50L+1.60S+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.309 0.228 0.80 1.000 1.00 1.15 1.00 1.00 1.00 2.02 767.57 2482.85 0.78 68.94 302.40 +1.20D+1.60S-450W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.111 0.082 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.73 276.15 2482.85 0.28 24.80 302.40 +1.20D+1.60S-0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.241 0.178 0.80 1.000 1.00 1.15 1.00 1.00 1.00 1.58 597.66 2482.85 0.60 53.68 302.40 +1.20D+0.5OLr+0.50L+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.034 0.025 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.24 3103.56 0.11 9.54 378.00 +1.20D+0.50Lr+0.50L-1.0W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.529 0.390 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.33 1,641.38 3103.56 1.66 147.42 378.00 +1.20D+0.50L+0.50S+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.034 0.025 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.24 3103.56 0.11 9.54 378.00 +1.20D+0.50L+0.50S-1.OW+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.529 0.390 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.33 1,641.38 3103.56 1.66 147.42 378.00 +1.20D+0.50L+0.20S+E+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.247 0.182 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.02 767.57 3103.56 0.78 68.94 378.00 +0.90D+W+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.243 0.179 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.99 753.25 3103.56 0.76 67.65 378.00 40.90D-1.OW+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.320 0.236 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.62 994.38 3103.56 1.00 89.31 378.00 +O.90D+E+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.039 0.029 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.32 120.57 3103.56 0.12 10.83 378.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.14 6 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.777 1.777 Overall MINimum 0.106 0.105 0000•• +D+H 0.177 0.177 • • • 0000•• +D+L+H 1.777 1.77: •••0 0 • • 0• +D+Lr+H 0.177 0.171 ••••0• :0000• ••••:• +D+S+H 0.177 0.177 • +D+0.75OLr+0.750L+H 1.377 1.377 •••••• • • • 0000•• +D+0.750L+0.75OS4H 1.377 1.377 •••••• •••••• • • +0+0.60W+H -0.515 -0.51 0000 0000 ••.••� 4D+0.70E+H 0.177 0.1-1 0000•• ••• • 0.000 +D+0.750L+0.75OLr+0.450W+H 0.858 0.85, • • • •• •• •• 0000•• +D+0.750L+0.750S+0.450W+H 0.858 0.8E 000000 • •• +D40.750L+0.750S+0.525E+H 1.377 • 0 • • 0000•• +0.60D+0.60W+0.60H -0.585 C. •••••0 +0.60D+0.7OE40.60H 0.106 0,11, •0• • •••••• DOnly 0.177 0.171 •• • :••• • • Lr Only "0' L Only 1.600 1.60 S Only W Only -1.152 -1.152 E Only H Only Title Block Line 1 Project Title: MARIA COYNE Engineer: Proiect ID: Protect Descr: EXTERIOR PATIO Printed: 1 NOV 2014.7:30AM WOOd'Led'Ledger File=c:lUsers1ADMINI-1.IQBID000ME-11ENERCA-lVna6a.ec6 9 ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9.4 KW-06010183 _ Description: 2X8 WOOD LEDGER Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Ledger Width 1.50 in Design Method:LRFD(using Factored Load Combinations Ledger Depth 7,250 in Wood Stress Grade: Southern Pine, No.2: 2"-4" Thick: Ledger Wood Species Southern Pine Fb Allow 1250 psi G:Specific Gravity 0.55 Fv Allow 175 psi Bolt Diameter 1/2" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in Concrete as Main Supporting Member Cm-Wet Service Factor 1.0 Using 6"anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 Uniform Load r 16in Bolt Spacing 16in[colt Spacing 161n Bort Spacing Load Data - Dead Roof Live Floor Live Snow Wind •&I'smic •Earth • Uniform Load... 0.040 plf 0.0 , f 0.40 plf 0.0 plf -0.2880 plf •••;•• 0.0 plf �•• 0.0 pW6 0 Point Load... 0.0 lbs 0.�, '.>s 0.0 lbs 0.0 lbs 0.0 lbs •,�„• 0.0 lbs.... 011ft•': Spacing 0.0 in • 0000 0000 0000. Offset 0.0 in 0000.. ... 00;00' Horizontal Shear 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0 0 0.0 lbs0 0 0111 tis • . . . • 0•0.0. 0000.. . . •0000. .. 0000 0000 Title Block Line 1 Project Title: MARIA COYNE Engineer: Project ID: Project Descr: EXTERIOR PATIO Pnnfed: i NOV 2014, 7:30AM File=c:IUsersVADMINI-1.IQBIDOCUME-11ENERCA-�lVnada.ec6 4 Wood Ledger ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9. Licensee Description: 2X8 WOOD LEDGER Bl°2 DESIGN SUMMARY P - * • Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +1.20D+1.60L+0.50S+1.60H +1.20D+1,60L+0.50S+1.60H Ledger,Perp to Grain 7,500.0 ksi Moment 0.1019 ft-Ib Max.V Aical Load lbs Ledger,Parallel to Grain 7,500.0 ksi fb:Actual Stress 0.09308 psi Bolt,-',ow Vertical Load 411.070 lbs Supporting Member,Perp to Grain 3,650.0 ksi Fb:Allowable Stress 1,250,0 psi Supporting Member,Parallel to Grain 6,150.0 ksi Stress Ratio .0000740 :1 May. rizontal Load 0.0 lbs Bolt f,,ow Horizontal Load 683.50 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +1.20D+1.60L+0.50S+1.60H Diagonal Component 0.9173 lbs Shear 0.4587 lbs Allow;,iagonal Bolt Force 411.070 lbs fv:Actual Stress 0.1265 psi Stress Ratio,Wood @ Bolt 0.002232:1 Fv:Allowable Stress 175.0 psi Stress Ratio 0.000723 :1 Allowable Bolt Capacity Note 1 Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. . +1.201D+1.60' a.50S+1.60H Resutant Load Angle:Theta= 90.0 deg K,-, to = 1.250 Fe theta = 411.070 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 7,500.0 Fes 3,650.0 Fyb 45,000.0 Fern 7,500.0 Fes 6,150.0 Fyb 45,000.0 Re 2.055 Rt 4.0 Re 1.220 Rt 4.0 k1 2.476 k2 1.50 k3 1.185 k1 1.591 k2 1.129 k3 1.252 Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 0.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 17.50 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 1,153.13 lbs II :Eq 11.3-3 Rd= 4.50 Z= V,)6.32 lbs II :Eq 11.3.3 Rd= 3.60 Z= 2:"I�:§lbs Illm:Eq 11.3-4 Rd= 4.0 Z= )1.64 lbs Illm:Eq 11.34 Rd= 2.20. Z= 2;309.21 lbs "" Ills :Eq 11.3-5 Rd= 4.0 Z= 411.070 lbs Ills :Eq 11.3-5 Rd= 3.2ja,.Z= ;g$3�S�Ibs ... IV :Eq 11.3-6 Rd= 4.0 Z= 536.39 lbs IV :Eq 11.3-6 Rd= 8.C4•1= 78960 lbs • • Zmin:Basic Design Value = 411.070 lbs Zmin:Basic DesigrL*". •W3.3Q lbs • • •••• •••• ••••• Reference design value-Perpendicular to G , : Reference design value-ParallaltoLrain: s•. o • Z*CM*CD*Ct*Cg*Cdelta = 4; 1.070 Ibs Z*CM*CD*Ct*Cg.Gdelta= 68150 Ibs Osseo* . . . . ...... MecaWir -Oros v2 . 2 . 4 . 6 per ASCE 7-10 �tl 12- Developed M::CA Enterprises, Inc. Copyright www.mecaenterprises.com Date 11/2/2014 Project No. Company Name Designed By Address Description PATIO DECK City MIAMI Customer Name MARIA COYNE State FL Proj Location MIAMI SHORE File Location: C:\Users\Admin. 3trator.IQBAL\AppData\Roaming\MecaWind\Default.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = III Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg Ht: Mean Roof Ht - 15.00 ft Type of Roof = FLAT RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 15.00 ft OH: Roof Overhang at Eav = .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 50.00 ft Bldg Width Across Ridge= 20.00 ft Gust Factor Calculations Gust Factor Category I '." ;id Structures - Simplified Method Gustl: For Rigid Struces (Na*,-. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II gid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon. = 427.06 ft Q: (1/(1+0.63*((B+Ht'/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm 3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure ise the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Press re Coefficients for Buildings, GCpi GCPi : Internal Press; Coeff-icient = +/-0.55 Reduction Factor for La: Volume Buildings, Ri • Aog: Total Area of Ope 7s in Ildg Envelope = .00 ft•^2 •""• Vi: Unpartitioned Intc ..al Value = .00 f ^3 ••• • ••••i• b Ri: 0.5*((1+1/(1+(Vi/(: 2800*Aog))^0.5)) (Egn. 6-16) = 1.000 •• • • • • •�•�•• • Notes: 1) +GCpi = +O.E' * Ri •�•••� • •••••• Notes: 2) -GCpi = -0.` * Ri •••�� • • Wind Pressure Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-L • • • Kh: 2.01*(Ht/Zg)^(2/Alp1.-) = 0.85 •0000 Kht: Topographic Factor ' Figure 6-4) = 1.00 •••••• �90 000000 Qh: .00256*(V)^2*I1!'h*F" *Kd - 33.94 p • Cpww: Windward Wall Cp(t Fi.g 6- -,) = 0.80 if�•0 0 •• Roof Area = 1000.00 •ft^2 • • • •••••• ••��• Reduction Factor based c ,toof Area = 0.80 • • • • • MWFRS-Wall Pressures for Wi. Normal to 50 ft Wall (Normal to Ridge) • All pressures shown are sed upon ASD Design, with a Load Factor of .6 •••• Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -33.09 4.24 Side Walls -0.70 -38.86 -1.53 Wall F' _. Kz Kzt Cp qz Press Press Total psf +GCpi -GCpi +/-GCpi ------------------ ----------------------------------------------- Windward 0 9-BE 1.00 0.80 33.94 4.41 41.75 37.51 Windward 0 0.85 1.00 0.80 33.94 4.41 41.75 37.51 l2 Roof - Dist `rom Windward Edge Cp Pressure Pressure !o/ +GCpi(psf)-GCpi(psf) -----------------•--------------------------------------------------- Roof: 0.0 ft to 7.5 ft -0.97 -46.65 -9.32 Roof: 7.5 ft to 15.0 ft -0.80 -41.75 -4.41 Roof: 15.0 ft to 20.0 ft -0.60 -35.98 1.36 Normal to Ridge - Base : actions - Walls+Roof +GCpi Description ::ess Area Fx FY Fz Mx My Mz £t^2 Kip Kip Kip K-ft K-ft K-ft ----------------------- ------------------------------------------------------------ Leeward Wall "-.C'3 750 .00 24.82 .00 186.1 .0 .0 Side Wall x.86 300 -11.66 .00 .00 .0 87.4 .0 Side Wall 3.86 300 11.66 .00 .00 .0 -87.4 .0 Windward Wall 4.41 500 .00 2.21 .00 22.1 .0 .0 Windward Wall 4.41 250 .00 1.10 .00 2.8 .0 .0 Roof (0 to h/2) - 6.65 375 .00 .00 17.49 109.3 .0 .0 Roof (h/2 to h) 75 375 .00 .00 15.66 -19.6 .0 .0 Roof (h to 2h) 5.98 250 .00 .00 8.99 -67.5 .0 .0 ------------------------------------------------------------------------------------- Total .00 3100 .00 28.13 42.15 233.3 .0 .0 Normal to Ridge - Base =-c`ions - Walls Only +GCpi Description s>s Area Fx Fy Fz Mx My Mz ft^2 Kip Kip Kip K-ft K-ft K-ft ----------------------- ------------------------------------------------------------ Leeward Wall .09 750 .00 24.82 .00 186.1 .0 .0 Side Wall - ;8.86 300 -11.66 .00 .00 .0 87.4 .0 Side Wall - :9.86 300 11.66 .00 .00 .0 -87.4 .0 Windward wall !.41 500 .00 2.21 .00 22.1 .0 .0 Windward Wall .4l 250 .00 1.10 .00 2.8 .0 .0 -------------------------------------------------------------------------------------- Total .00 2100 .00 28.13 .00 211.0 .0 .0 Normal to Ridge - Base .ctions - Walls+Roof -GCpi Description _ Area Fx FY Fz Mx My Mz s ft^2 Kip Kip Kip K-ft K-ft K-ft ----------------------- - --------------------------------------------------------- Leeward Wall 4.:_ : 750 .00 -3.18 .00 -23.9 .0 .0 Side Wall 300 -0.46 .00 .00 .0 3.4 .0 Side Wall 300 0.46 .00 .00 .0 -3.4 Q Windward Wall 75 500 .00 20.87 .00 208.7 .0 .0••••• Windward Wall 250 .00 10.44 .00 26.1 Q•• 000 Roof (0 to h/2) 375 .00 .00 3.49 21.8 ••0 • 0 • • Roof (h/2 to h) ;1 375 .00 .00 1.65 -2.1 •••Q•• a`•"` ••••�• Roof (h to 2h) i.3c, 250 .00 .00 -0.34 2.5 .0 .0 ------------------------------------------------------------------------ PIU••-•------ • • • -- ------ 0000•• Total 3100 .00 28.13 4.81 233.3 •ti• .0 0000 • • 0000 •••• 0000• Normal to Ridge - Base .ion - Walls Only -GCpi ` ` 000000 ••• • 0000• Description00 Asea Fx FY Fz Mx •` Mz 0• 0•••+• f t^2 Kip Kip Kip K-ft K-:E` ,)C-ft ----------------------- -- -------- ----------------------------------- --- Leeward Wall 750 .00 -3.18 .00 -23.9 0 .00 .100000 0 • Side Wall 300 -0.46 .00 .00 .0 03.4 • .0 •00•0t Side Wall 3C0 0.46 .00 .00 .0 -1*4 0 .0 X000 0 0 Windward Wall 500 .00 20.87 .00 208.7 .0 .00000 Windward Wall 250 .00 10.44 .00 26.1 .0 .0 ------------------------------------------------- Total 2100 .00 28.13 00 211.0 .0 .0 Normal to Ridge - Base ons - Walls+Roof MIN Description ; Area* Fx FY Fz Mx My Mz f"2 Kip Kip Kip K-ft K-ft K-ft ------------------------ -------------------------------------------------------- Windwaxd Wall 5CO .00 4.80 .00 48.0 .0 .0 Windward Wall 25O .00 2.40 .00 6.0 .0 .0 Roof (0 to h/2) 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 0 CO .00 .00 .0 .0 .0 Roof (h to 2h) 0 CO .00 .00 .0 .0 .0 . 11112, ------------------------ -_ --------------------------------------------------------- • Total 750 .00 7.20 .00 54.0 .0 .0 Notes - Normal to Ridgi Note (1) Per Fig 27.4- 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof I ca = Qh*(G*Cp - GCPi) Note (3) +GCpi = Posit .te :ial Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressur - ,ev�- d Press + Windward Press (For + or - GCPi) Note (5) Ref Fig 27.4- mai to Ridge (Theta<10), Theta= .0 Deg, h/1= 0.75 Note (6) X= Along Bui=- n ridge, Y = Normal to Building Ridge, Z = Vertical Note (7) MIN = Minimuir, -tures on Walls = 9.6 psf and Roof = 4.8 psf Note (8) Area* = Area , surface projected onto a vertical plane normal to wind. MWFR3-Wall Pressures for Wi. >rmnl to 20 ft wall (Along Ridge) All pressures shown are: I upon ASD Design, with a Load Factor of .6 Wall Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall 2; -26.60 10.73 Side Walls ?0 -38.86 -1.53 Wall _ I- Y.zt CP qz Press Press Total psf +GCpi -GCpi +/-GCpi ----------------- ------------------------------------------- Windward 0.85 1.00 0.80 33.94 4.41 41.75 31.01 Windward 0.85 1.00 0.80 33.94 4.41 41.75 31.01 Roof - Dist f7 _ ndward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ------------------- _ ------------------------------------------ Roof: 0.0 ft to 7. -0.90 -44.63 -7.30 Roof: 7.5 `t to -0.90 -44.63 -7.30 Roof: 15. ' ft to -0.50 -33.09 4.24 Roof: 30.0 ft to i -0.30 -27.32 10.01 Along Ridge - Base Rea ':a'1s+Rocf +GCpi Description A,,ea Fx Fy Fz Mx My Mz f t^2 Kip Kip Kip K-ft K-ft K-ft ------------------------ ---------------------------------------------------------- Leeward Wall 300 7.98 .00 .00 .0 -59.9 .0 Side Wall 750 .00 29.15 .00 218.6 .0 .0 Side Wall 7.-0 .00 -29.15 .00 -218.6 .0 Q • Windward Wall 0 0 0.88 .00 .00 .0 -8.8 O.00•• Windward Wall 100 0.44 .00 .00 .00-1.16. a 0000.• Roof 150 .00 .00 6.70 .0 -14Q•3 • Q- • • Roo£ 150 .00 .00 6.70 .0 -.91 ,�00006 • Roof 300 .00 .00 9.93 .0 2 .$ .0 0.0.00 Roof 400 .00 .00 10.93 .0 1W100 .0 0 •• 0 •••0• -- -- 4,0+�------ 0000 • • Total 31L0 9.30 .00 34.25 .0 -1�5•a•• •(x00000 0.000 Along Ridge - Base Reac - ''a7's Onl_- +GCpi 0•i••i 0000 : 0.0.0 •• •• •• 0000•• Description F Area Fx Fy Fz Mx :Mz 0 00 ft^2 Kip Kip Kip K-ft K-ft IK-ft • • •••••• ------------------------ ••etas Leeward Wall „0 7.98 .00 .00 .0 -499.8 • .0 0000•• Side Wall - "/'0 .00 29.15 .00 218.6 •.0 • .0 9000 0 • Side Wall 710 .00 -29.15 .00 -218.6 .0 .00000 Windward Wall 7^0 0.88 .00 .00 .0 -8.8 .0 Windward Wall 0 0.44 .00 .00 .0 -1.1 .0 ------------------------ -- ---------------------------------------------------- Total "'_'`0 9.30 .00 .00 .0 -69.8 .0 Along Ridge - Base Rear. ,., - Walls+Roof -GCpi Description Area Fx Fy Fz Mx My Mz ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall 7 -3.22 .00 .00 .0 24.2 .0 Side Wall rp 1.15 .00 8.6 .0 .0 Side Wall .r0 -1.15 .00 -8.6 .0 .0 Windward Wall 8.35 .00 .00 .0 -83.5 .0 Windward Wall 5 ]00 4.17 .00 .00 .0 -10.4 .0 Roof 7 0 50 .00 .00 1.09 .0 -23.3 .0 Roof 0 50 .00 .00 1.09 .0 -15.1 .0 Roof 00 .00 .00 -1.27 .0 3.2 .0 Roof 00 .00 .00 -4.01 .0 -60.1 .0 ------------------ --- -- -------------------------------------------------- Total ) 00 9.30 .00 -3.09 .0 -165.0 .0 Along Ridge - Base Rea is Only -GCpi Description Fx FY Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft ----------------------- --- - -----_-------------------------------------------- Leeward Wall 3 3C0 3.22 .00 .00 .0 24.2 .0 Side Wall 70 00 1.15 .00 8.6 .0 .0 Side Wall 0 .00 -1.15 .00 -8.6 .0 .0 Windward Wall 0 3.35 .00 .00 .0 -83.5 .0 Windward Wall 0 9.17 .00 .00 .0 -10.4 0 Total _ )0 9.30 .00 .00 .0 -69.8 .0 Along Ridge - Base Reac _ - :IS+Roof MIN Description A Fx FY Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft ----------------------- --- ----------------------- Windward Wall 7 0 '.92 .00 .00 .0 19.2 .0 Windward Wall 0 C.96 .00 .00 .0 -2.9 0 Roof .00 .00 .00 .0 .0 .0 Roof 00 .00 .00 .0 .0 .0 Roof .00 .00 .00 . Roof 0 .0 .0 .00 .00 .00 0 .0 0 ------------------------ Total ^ ..IIS .00 00 .0 21.6 .0 Notes - Along Ridge Note (1) Ref Fig 27.4-' Ria :e (All), h/1= 0.30 Note (2) X= Alc,ng Buil: u = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum urc, Walls = 9.6 psf and Roof = 4.8 psf Note (4) Area* = Area c si prc^,ected onto a vertical plane normal to wind. Total Base Reaction Summar, Description Fy Fz Mx MY Mz "i> •••••• • -------- Kip K-ft K-ft0 •K-ft * 0000•• _____- -------------------------------------- ------ • Normal to Ridge i9alls+r,. i .0 28.1 42.1 233 3 �a • 000010 •• Normal to Ridge walls 0: i .0 28.1 .0 211.0 •!�••• � 0000•• Normal to Ridge Walls+Rc i 0 28.1 4.8 233.3 • Normal to Ridge walis Or. Mee .0 0 • 0 g .0 28.1 .0 211.0 0 0000•• Normal to Ridge :cells+;>•r .0 7.2 .0 54.0 000000 .900000 • • Along Ridge Wal.' +Roof. 9.3 .0 34.2 .0 -165."Os .00000 ••••'' Along Ridge Wai. Only • _q 0.3 .0 .0 .0 -6080000 ,000 • 00000 Along Ridge Wal" .tRocf - 9.3 .0 -3.1 .0 -16 .00 0 .0 • • Along Ridge Walls Only - 0 •• •• 000009 9.3 .0 .0 .0 -6�.8 .0 • Along Ridge Walls+Roof [' ?,9 000 • 0 0 .0 .0 -2 .Uy .0 • 1 0 • • • • Notes Applying to MWFRS Rear - 0 000000 •0000• • • • • • Note (1) Per Fig 27.4-1 9, greater of Shear calculated with or 4�i��loi roof. 00•• 0000: Note (2) X= Along Builc .g 1:ic Nora;-,. to Building Ridge, Z = Vertical • Note (3) MIN = t+inimum e: alls = 9.6 psf and Roof = 4.8 psf 0000 Note (4) MIN arca is t i surface onto a vertical plane normal to wind. Note (5) Total i<oof An Ot ) _ :.;C0.00 sq. ft Wind Pressure on Corr-,nents All pressures sL a :; L„ - , with a Load Factor of .6 Width of Pressuw Coeizi Zo, c = = 3.00 ft Descript;.on dth an ;rea Zone Max Min Max P Min P --- t ft^2 GCp GCp psf psf DECK OC .00 .3 1 0.27 -0.97 27.73 -51.49 DECK or .00 .3 2 0.27 -1.57 27.73 -71.95 DECK 0 00 - .3 3 0.27 -2.24 27.73 -94.72 ESRm1622 and ESR-3050 Used for Florida State Wide Product Approval # FL10849 Products on this Report which are approved: Product FL# Product FL# Product FL# AB44 10849.1 ABE46 10849.5 CBSQ86-SDS2 10849.8 AB44R 10849.1 ABE46Z 10849.5 CBSQ88-SDS2 10849.8 AB44Z 10849.1 ABE66 10849.5 EPB44A 10849.9 AB46 10849.1 ABE66Z 10849.5 EPB44 10849.9 AB46R 10849.1 ABU44 10849.6 EPB46 10849.9 AB46Z 10849.1 ABU44Z 10849.6 EPB66 10849.9 AB66 10849.1 ABU46 10849.6 EPS4Z 10849.10 AB66R 10849.1 ABU46Z 10849.6 LCB44 10849.11 AB66Z 10849.1 ABU66 10849.6 LCB66 10849.11 ABA44 10849.2 ABU66Z 10849.6 PB44 10849.12 ABA44R 10849.2 ABU88 10849.6 PB44R 10849.12 ABA44Z 10849.2 ABU88HDG 10849.6 PB46 10849.12 ABA46 10849.3 CB44 10849.7 PB66 10849.12 ABA46R 10849.3 CB46 10849.7 PB66R 10849.12 ABA46Z 10849.3 CB48 10849.7 PBS44A 10849.13 ABA66 10849.3 CB66 10849.7 PBS46 10849.13 ABA66R 10849.3 CB68 10849.7 PBS66 10849.13 ABA66Z 10849.3 CBSQ44-SDS2 10849.8 PBV6 10849.14 ABE44 10849.4 CBSQ46-SDS2 10849.8 PBV10 10849.14 ABE44Z 10849.4 SBSQ66-SDS2 10849.8 SIMPSON ' SIMPSON STRONG-TIE COMPANY, INC. a ICC EVALUATION c C SERVICE ICC-ES Evaluation Report ESR-3050 Issued August 1, 2013 This report is subject to renewal August 1, 2015. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION:03 00 00--CONCRETE 3.0 DESCRIPTION Section:03 16 00—Concrete Anchors 3.1 General: DIVISION:06 00 00 WOOD,PLASTICS AND 3.1.1 CBSQ-SDS2 Series Embedded Column Bases: COMPOSITES The CBSQ-SDS2 series embedded column bases consist Section:06 05 23—Wood, Plastic and Composite of two pieces of cold-formed, galvanized sheet steel: one Fastenings piece of steel that is a U-shaped strap and a separate piece of steel that forms a 1-inch(25.4 mm)stand-off base. REPORT HOLDER: The stand-off base is manufactured from No. 12 gage steel. The strap portion is No. 10 gage steel for the SIMPSON STRONG-TIE COMPANY INC. CBSQ44,46 and 66,and No.7 gage steel for the CBS086 5956 WEST LAS POSITAS BOULEVARD and 88. The stand-off base is attached to the U-shaped PLEASANTON,CALIFORNIA 94588 strap just above the marked embedded height. The (925)560-9000 portion of the U-shaped strap that is below the base has a www.stronatie.com varying embedment depth depending on the CBSQ type, and the portion that is above the base has round holes that EVALUATION SUBJECT: are used to accept SDS screws in order to fasten to the wood post. Table 1 lists model numbers,dimensions, SDS SIMPSON STRONG-TIE EMBEDDED COLUMN BASES IN screw size and quantities, and allowable loads. Figure 2 CONCRETE shows the embedded column base and the typical installation with minimum concrete cover dimensions. 1.0 EVALUATION SCOPE 3.1.2 EPB Series Embedded Column Bases: Compliance with the following codes: The EPB44A embedded column base consists of a single ■ 2012,2009 and 2006 International Building Code®(IBC) piece of cold-formed, No. 14 gage galvanized sheet steel. The embedded portion of the column base consists of a ■ 2012, 2009 and 2006 Intemational Residential Code® headed type section that allows for engagement into the (IRC) concrete to an embedment depth of 6-4nches (152 mm), Property evaluated: and the portion above the embedment line provides for a standoff clearance above the concrete, then two vertical Structural straps used to engage with the wood post. The EPB44,46 2.0 USES and 66 consist of a single U-shaped, No 12 gage, hot Simpson Strong-Tie embedded column bases in concrete rolled, gray paint-coated sheet steel base and strap, along are used to connectvertical wood post members to with an attached 1 /i6-inch-diameter-by-8-inch-kmg concrete foundations (normal-weight concrete) to resist (26.9 mm by 203 mm)steel pipe for concrete embedment. uplift and download forces. The column bases may be Table 2 lists model numbers, dimensions, fastener size used in buildings resisting wind and seismic forces, and quantities, and allowable loads. Figure 2 shows the assigned to Seismic Design Categories (SDC's)A through embedded column bases and the typical installation with F in accordance with IBC Sections 1604.8.1 and 1604.9. minimum concrete cover dimensions. The embedded column bases in concrete most the intent 3.1.3 PS Series Embedded Column Bases: The PB of cast4n-place anchors described in 2012 IBC Sections series embedded column bases consist of a single piece 1908 and 1909, or 2009 and 2006 IBC Sections 1911 and of cold-formed, No. 12 gage galvanized sheet steel that 1912, for resisting tension forces, when the embedded has two bent fork-shaped prongs that embed down into column bases in concrete are used to conned wood post the concrete at one end to a dimension of 31/4 inches cotnstruction members to concrete foundations or (82 mm), and two 5-inch-tall vertical straps for attachment foundation walls, as applicable. For structures regulated to the wood post at the other end. The two vertical straps under the IRC, the embedded column bases in concrete can accept nails or machine bolts. Table 3 lists model may be used where an engineered design is submitted in numbers, dimensions, nail and bolt size and quantities, accordance with Section R301.1.3, and may be used and allowable loads. Figure 3 shows the embedded where approved by the building official in accordance with column base and the typical installation with minimum Section R104.11. concrete cover dimensions. KC-ES Evaluation Raaorts are trot to be coratrued as repmwttnp ae ohwa or am'other amthwes not snxificalh addressed,nor are thew,to be construed ESR-1622 I Most Widely Accepted and Trusted Page 2 of 5 9/,e inch (14.3 mm) and "/1e inch (17.5 mm), respectively. (designated with a model number ending with HDG) are The sides of the ABE adjustable post base connector have available with a hot-dip galvanization, also known as prepunched holes for 10d or 16d nails driven into the side 'batch' galvanization, in accordance with ASTM A 123, grain of the wood post See Table 3 for the overall with a minimum specified coating weight of 2.0 ounces of dimensions of the U-shaped channel, the normal zinc per square foot of surface area (610 ghW), total for thickness of the steel channel and standoff base, required both sides.Model numbers in this report do not include the fasteners, and allowable uplift bads and downloads. See Z or HDG ending, but the information shown applies. The Figure 3 for drawings of the components of an ABE PBV post base has a 'PC' suffix indicating a powder- adjustable post base connector and a typical installation. coated paint coating. The lumber treater and the holder of 3.1.4 ABU Adjustable Post Base: The ABU44, ABU46, this report (Simpson Strong-Tie Company) should be and the ABU66 adjustable post base connectors consist of contacted for recommendations on the appropriate level of three components: a U-shaped galvanized steel channel corrosion resistance to specify for use of the steel having an adjustment slot for the anchor bolt and connectors in contact with the specific proprietary prepunched holes for installing bolts or nails, but not both, preservative treated or fire retardant treated lumber. into the side grain of the wood post: a galvanized steel 3.2.2 Wood: Wood members with which the connectors standoff base that elevates the wood past 1 inch are used must be either sawn lumber or engineered (25.4 mm) above the concrete footing, and a 0.1714ncm- lumber having a minimum specific gravity of 0.50 thick(4.3 mm)rectangular washer(bearing plate). (minimum equivalent specific gravity of 0.50 for engineered The ABU88 adjustable post base connector consists of lumber), and having a maximum moisture content of the following components: a U-shaped galvanized steel 19 percent (16 percent for engineered lumber), except as channel having two 1'/1&4nch-wide (27 mm) long-slotted noted in Section 4.1.The thickness of the supporting wood holes for anchor bolts and prepunched holes for installing main member must be equal to or greater than the length nails into the side grain of the wood post; a galvanized of the fasteners specified in the tables in this report, or as steel standoff base that elevates the wood post 1 inch required by wood member design, whichever is greater. 25.4 mm)above the concrete footing, and two nominally For installation in engineered wood members, minimum /44nch-thick(6.4 mm)square washers(bearing plates). allowable nail spacing and end and edge distances, as specified in the applicable evaluation report for the See Table 4 for the overall dimensions of the U-shaped engineered wood product,must be met. channel, nominal thickness of the steel channel and standoff base, required fasteners, and allowable uplift 3.2.3 Fasteners: Nails used for hangers described in this loads and downloads. See Figure 4 for drawings of the report must comply with the material requirements, components of an ABU44 and ABU88 adjustable post physical properties, tolerances, workmanship, protective base connectors and a typical ABU connector installation. coating and finishes, certification, and packaging and package marking requirements specified in ASTM F 1667. 3.1.5 PBV Post Base: The PBV post base is a single The nails must have the following minimum fastener piece post base connector formed from No. 14 gage steel dimensions and bending yield strengths(Fyb): having a powder-coated paint coating.The PBV connector is circular and has a center channel section and two raised FASTENER SHANK FASTENER F,, semicircular fiat portions that provide a 14rich (25.4 mm) DIAMETER LENGTH (psi) raised bearing surface for a round post.The connector has (inches) (inches) prepunched holes for installing SDS screws into the end 10d 0.148 3 90,000 grain of a round post See Table 5 for the connector 16d 0.162 31/2 90,000 dimensions,required fasteners and allowable downloads. 3.2 Materials: At a rrunimum, belts must comply with ASTM A 36 or A 307. SDS Screws used in contact with preservative treated 3.2.1 Steel: Unless noted otherwise, the connectors or fire retardant treated lumber must, as a minimum, described in this report are manufactured from galvanized comply with ESR-2236. Fasteners used in contact with steel in accordance with ASTM A 653, SS designation, preservative treated or fire retardant treated lumber must Grade 33,with a minimum yield strength. Fy,of 33,000 psi comply with Section 2304.9.5 of the IBC, Section R317.3 (227 MPa) and a minimum tensile strength, F., of 45,000 of the 2012 and 2009 IRC or Section R319.3 of the 2006 psi (310 MPa). The bearing plates for the ABU88 are IRC,as applicable.For use with treated lumber,the lumber ASTM A 36 with a minimum yield strength of 36,000 psi treater or this report holder (Simpson Strong-Tie (248 MPa) and a minimum tensile strength of 58,000 psi Company), or both, should be contacted for (400 MPa) and have no coating. Base metal thicknesses recommendations on the appropriate coating or material to for the connectors in this rpt are as follows: specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary NOMINAL THICKNESS MINIMUM BASE METAL preservative treated or fire retardant treated lumber. THICKNESS (inches) 4.0 DESIGN AND INSTALLATION No.10 Gage 0.1275 4.1 Design: No.12 Gage 0.0975 The tabulated allowable loads shown in the product tables No.14 Gage 0.0665 of this report are based on Allowable Stress Design (ASD) No.16 Gage 0.0555 and include the bad duration factor, CD, corresponding /cinch(Bearing Piste) 02145 with the applicable loads in accordance with the National Design Specification for Wood Construction and its For SI:1 inch=25.4 mm. supplement(NDS). The connectors have a minimum G90 zinc coating Tabulated allowable loads apply to products connected specification per ASTM A 653 unless otherwise noted. to wood used under dry conditions and where sustained ESR-1612,I Most Widely Accepted and Trusted Page 3 of 5 products), or where wet service is expected, the allowable must be prepared by a registered design Professional bads must be adjusted by the applicable wet service where required by the statues of the jurisdiction in factor, CM, specified for lateral loads for dowel-type which the project is to be constructed fasteners in the NDS. When connectors are installed in 5.3 Adjustment factors noted in Section 4.1 and the wood that will experience sustained exposure to applicable codes must be considered, where temperatures exceeding 100°F (37.M), the allowable applicable. bads in this report must be adjusted by the applicable temperature factor, G, specified in the NDS. Connected 5.4 Connected wood members and fasteners must wood members must be analyzed for bad-carrying comply, respectively, with Sections 3.2.2 and 3.2.3 of capacity at the connection in accordance with the NDS. this report. 4.2 Installation: 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Installation of the connectors must be in accordance with Section 32.1 of this report. Use of fasteners with this evaluation report and the manufacturer's published preservative treated or fire retardant treated lumber installation instructions. Bolts and nails must be installed in must be in accordance with Section 3.2.3 of this accordance with the applicable provisions in the NDS. In report. the event of a conflict between this report and the manufacturer's published installation instructions, this 5.6 The design of anchor bolts and the concrete footings report governs. is not within the scope of this report. 5.0 CONDITIONS OF USE 6.0 EVIDENCE SUBMITTED The Simpson Strong-Tie products described in this report Data in accordance with the ICC-ES Acceptance Criteria comply with, or are suitable alternatives to what is for Joist Hangers and Similar Devices (AC13), dated specified in,those codes listed in Section 1.0 of this report, October 2010(editorially revised December 2011). subject to the following conditions: 7.0 IDENTIFICATION 5.1 The connectors must be manufactured,identified and The products described in this report are identified with a installed in accordance with this report and the die-stamped label indicating the name of the manufacturer manufacturer's published installation instructions. A (Simpson Strong-Tie), the model number, and the number copy of the instructions must be available at the of an index evaluation report (ESR-25231 that is used as jobsite at all times during installation. an identifier for the products recognized in this report 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations TABLE 1—AB ADJUSTABLE POST BASE CONNECTORS1-2 ALLDIMENSIONS(inches) FASTENERS DOWNLOADS Ibs) MODEL NO. Anchor Boit CO=1.0 W L H D Nails into Post Co=1.15 (inches) (DAY-Type) CD=1.25 AB44 3°/,° 39/,e 2°/32 1/2 8-10d 4,065 AB46 3°/,e 53/8 3 1/2 8-10d 4,165 AB44R 4 4'/,e 2°/,° 1/2 8-10d 4,065 AB46R 4 6 2"/1e '/2 8-10d 4,165 AB66 5'h 5°/,e 3 1/2 8-10d 5,335 AB66R 6 6 2"/,e 1/2 8-10d 5,335 For SI:1 inch=25.4 mm,1 Ibs=4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bots and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. v v}� �r'y ESR-1 622 I Most Wrd*Accepted and Trusted Page 4 of 5 TABLE 2—ABA ADJUSTABLE POST BASE CONNECTORS'" DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS(lbs) Anchor Solt Nails Downloads MODEL NO. W L H Diameter Nails Into Post C0=11.8 (incites) (QuanUty--Type) Cs=1.6 01.15 01.25 ABA44 3°/,s 3'/s 3'Aa '/z 6-10d 555 6,000 ABA44R 4'/16 31/6 2'-'/,s 1/2 6-10d 555 8,000 ABA46 36/,6 5,/16 31/6 5/6 8-16d 700 9,435 ABA46R 4'/,6 5'/16 2'/e 5/6 8-16d 700 12,000 ABA66 51/2 5'/4 3'/6 5/6 8-16d 720 10,665 ABA66R 6 53/16 1 2'/a 6/a 8-16d 720 12,665 For SI:1 inch=25.4 mm,1 Ibis=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed.Reduce bads when other load durations govern. 2The aiWmble downloads may not be increased for short term loading. 'Anchor bolts and the concrete footings must be capable of resisting all bads and forces transferred from the post base connector. PAO" ter'..- ' Csr.:'•,-'. V>- y , 1'Mm;` 4 e Nall End Distance < for Upliti Resistance - --' ABA ABA installation FIGURE 2—ABA ADJUSTABLE POST BASE CONNECTOR TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS'" DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS Anchor Soft Uplift Download MODEL NO. W L H Diameter Nails into Post CDX1A (incites) (Cluantity-Type) Co=1.6 CD=1.15 CD=1.25 ABE44 36/,6 31/2 225/32 1/2 6-10d 520 6,665 ABE46 36/16 5'/,6 4'/16 516 8-16d 810 7,335 ABE66 51/2 57/16 31/6 5/6 8-16d 900 12,000 For Sl: 1 inch=25.4 mm,1 lbs=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed.The allowable bads must be reduced when other bad durations govern. 2The awwable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all bads and forces transferred from the post base connector. i'Mini i t Nad End Distance \� for Uplift Resistance -- ESR-1622 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 4—ABU ADJUSTABLE POST BASE CONNECTORS'•2 m CONNECTOR DIMENSIONS ALLOWABLE LOADS(Ibs) FASTENERS Uplift Download MODEL U-Channel Standoff ((Quantity-Type) Nails or Nails BoltsBolts NO. Bolts Anchor Co=1.0 Gage Nana H(in.) Into Post through Diamekter Co=1.6 Co=1.6 Co=1.15 Post (inches) Co=1.25 ABU44 3°/,a 3 5'/2 12 16 12-16d 2-'/2 1-'/e 2,200 2,160 6,665 ABU46 3°/,a 5 7 12 12 12-16dM 1-1/8 2,255 2,300 10,335 ABU66 5'/2 5 6'/,e 10 12 12-16d1-5/9 2,300 2,300 12,000 ABU88 7'/2 7 7 12 14 18-16d2-5/a 2,320 — 24,335 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed.The allowable bads must be reduced when other load durations govern. 2The allowable downloads may not be increased for short term loading. 'Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base Connector. 'Allowable uplift beds based on naUs and bolts are not cumulative. 2 Load hrw4w O VJPPM ' •. �ID' 2 W - R 41\ > w ABU" ABUSE ABU installation FIGURE 4—ABU ADJUSTABLE POST BASE CONNECTORS TABLE 5—PBV POST BASE CONNECTORS' DIMENSIONS ALLOWABLE ( ) Obs) FASTENERS DOWNLOADS MODEL NO. L H SDS Screws Into Post Anchor BokCel0 CD=1.15 (Quantity-Type) (Quantity-Diameter) C1,=125 PBV6 51/4 1 4-SDS'/4 x 3 1-5/8 9,250 PBV10 01e 1 4-SDS'4 x 3 1-5/8 19,225 For SI: 1 inch=25.4 mm,1 lbs=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. $The model number for the SOS'4 x 3 inch screw is S1325300. •or PBV ESR4050 I Most Widely Accepted and Trusted Page 2 of 10 3.1.4 PBS Series Embedded Column Bases: The PBS minimum yield strength, Fy, of 33,000 psi series embedded column bases consist of two pieces of (227 MPa), a tensile elongation greater than 14 percent cold-formed, galvanized sheet steel: one piece of steel and a minimum tensile strength, F,,, of 45,000 psi that is a bent bottom U-shaped strap, and a separate (310 MPa). These post bases have a minimum G185 zinc piece of steel that forms a 1-inch (25.4 mm) stand-off coating designation in accordance with ASTM A653. The base. The stand-off base is manufactured from No. 12 lumber treater's recommendations or recommendations of gage steel. The strap portion is No. 14 gage steel for the Simpson Strong-Tie Company, Inc., regarding minimum PBS44A and PBS46, and No. 12 gage steel for the corrosion resistance and connection capacities of PBS66. The stand-off base is attached to the U-shaped connectors used with the specific proprietary preservative- strap just above the marked embedded height. The treated or fire-retardant treated lumber,must be followed. portion of the U-shaped strap that is above the base has The embedded column bases in concrete described in this fastener holes that are used to accept either nails or report have the following minimum base-metal machine bolts in order to fasten to the wood post. Table 4 thicknesses: lists model numbers, dimensions, nail and bolt size and quantities and allowable loads. Figure 4 shows the GAGE NO. BASE-METAL THICKNESS(in.) embedded column base and the typical installation with minimum concrete cover dimensions. 7 0.1805 3.1.5 EPS Embedded Column Bases: The EPS4Z 10 0.1342 embedded column bases consist of a single piece of cold- formed, No. 14 gage G185 galvanized sheet steel that is 12 0.1026 U-shaped, with the lower portion of the shape embedded down into the concrete to a dimension of 1"/16-inches 14 0.0721 (43 mm), and the two 7-4nch4ong vertical straps extended For SI: 1 inch=25.4 mm. up for attachment to the wood post. The two vertical straps can accept nails. Table 5 lists the model number, 3.2.2 Wood: Wood members with which the embedded dimensions, nail size and quantity and allowable loads. column bases in concrete are used must be either sawn Figure 5 shows the embedded column base and the dimensioned lumber or engineered lumber recognized in typical installation with minimum concrete cover an ICC-ES evaluation report. The maximum moisture dimensions. content is 19 percent for sawn dimensional lumber, and 16 3.1.6 CB/LCB Series Embedded Column Bases: The Percent for engineered lumber, except as noted in Section CB series embedded column bases consist of two pieces 4.1. The minimum specified specific gravity, or equivalent of hot rolled sheet steel and the LCB's consist of two specific gravity for engineered lumber, is 0.50, such as for pieces of G90 galvanized suet steel. Each has one piece Douglas fir—larch. The ASD values noted in the tables are of steel that is a U-shaped strap, and a separate piece of based on the use of No.2 or better DF-L. steel that forms the base. The base and strap are both 3.2.3 Fasteners: Nails for wood installation must comply manufactured from No. 7 gage steel. The LCB base is with ASTM F 1667, as referenced in Section 2303.6 of the manufactured from No. 16 gage steel and the straps are IBC.The following table provides the minimum dimensions from No. 12 gage steel. The base of each is attached to and bending yield strength(Fyb)for the fasteners used with the U-shaped strap just above the marked embedded the embedded column bases in concrete described in this height. The portion of the U-shaped strap that is below report: the base is designated for an embedment noted in Table 6, and the portion of the strap that is above the base has SHANK LENGTH round holes that are used to accept either machine bolts FASTENER DIAMETER (inches) Fyb(psi) or nails as also described in Table 6 in order to fasten to (inch) the wood post. Table 6 lists model numbers, dimensions, , machine bolt information and allowable loads. Figure 6 16d common 0.162 3 /2 90,000 shows the embedded column base and the typical 10d x V/2 0.148 1'/2 90,000 installation with minimum concrete cover dimensions. 3.2 Materials: SDS25200 - - See Section 3.2.4 3.2.1 Connector Steel:The steel used on the embedded column bases described in this report varies depending on '/2 Machine _ See Section the specific column base type. The CBSQ-SDS2, Bolt 3.2.5 EP844A, PB, PBS and LCB are manufactured from b galvanized steel complying with ASTM A 653, SS /a�,Machine _ See Section designation, Grade 33, with a minimum yield strength, Fy, Bok of 33,000 psi (227 MPa), a tensile elongation greater than For Sl: 1 inch=25.4 mm, 1 psi=6.895 kPa. 14 percent and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). These post bases have a minimum G90 Fasteners used in contact with preservative-treated or fire- zinc coating designation in accordance with ASTM A653. retardant-treated lumber must comply with IBC Section The EP644, 46 and 66, and the CBs, are manufactured 2304.9.5, 2012 IRC or 2009 IRC Section R317.3, or 2006 from hot rolled steel complying with ASTM A-1011, SS IRC Section R319.3,as applicable. designation, 8-inch (203 mm) Grade 33, with a minimum The lumber treater's recommendations or yield strength, Fy,of 33,000 psi(227 MPa)and a minimum recommendations of Simpson Strong-Tie Company, Inc., tensile strength Fu, of 52,000 psi (358 MPa). These on minimum corrosion resistance and connection column bases have a minimum gray paint or G90 zinc capacities of fasteners used with the specific proprietary coating designation in accordance with ASTM A 653. The . . LUATION ICC EVA t�t? SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1622 Reissued December 1, 2012 This report is subject to renewal January 1, 2014. www.icc-es.org 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00 WOOD,PLASTIC,AND columns may be supported by the post base connectors COMPOSITES described in this report because the connectors provide a Section:06 05 23—Wood,Plastic,and Composite metal pedestal projecting minimum 1 inch (25.4 mm) Fastenings above the concrete fooling as required by Section 2304.11.2.7 of the IBC, Section R317.1.4 of the 2012 and REPORT HOLDER: 2009 IRC and Section R319.1.4 of the 2006 IRC. SIMPSON STRONG-TIE COMPANY INC. 3.1.1 AB Adjustable Post Base:The AB adjustable post 5956 WEST LAS STRONG-TIE C BOULEVARD base has three components: a post base cover fabricated 5956 WEST LA CALIFORNIA ULE from No. 16 gage galvanized steel; a C-shaped standoff channel fabricated from No. 12 gage galvanized steel;and (800)925-5099 a rectangular bearing plate fabricated frau No. 12 gage www.stronatie.com galvanized steel,which has a slotted hole to accommodate EVALUATION SUBJECT: a '/rinch diameter (12.7 mm) anchor bolt. The AB post base cover has an irregular shaped opening that permits SIMPSON STRONG-TIED POST BASE CONNECTORS lateral adjustment of the wood post,and prepunched holes FOR WOOD CONSTRUCTION for 10d nails driven into the side grain of the wood post The AB post base cover is placed in contact with the 1.0 EVALUATION SCOPE concrete footing and the bearing plate is placed on top of the base cover and secured to the anchor bolt using a nut. Compliance with the following codes: The standoff` channel fits inside the base cover and ■ 2012,2009 and 20061ntemational Building Code®(IBC) provides an elevated support for the bottom of the post See Table 1 for the overall dimensions of the AB post base ■ 2012, 2009 and 2006 Intemadonal Residential Code® cover, the fastener schedule, and allowable downioads. (IRC) See Figure 1 for drawings of the three components of the Property evaluated: AB adjustable post base connector and a typical Structural installation. 3.1.2 ABA Post Base Standoff: The ABA post base 2.0 USES standoff is a one-piece connector that elevates the Simpson Strong-Tiee post base connectors described in supported wood post 11/18 inches (27 mm) above a this repot are used as wood framing connectors in concrete footing. The ABA44 and ABA44R are formed accordance with Section 2304.9.3 of the IBC,and are used from No. 16 gage galvanized steel and all other ABA to resist lateral and net induced uplift forces at the bottom models from No. 14 gage galvanized steel. The sides of end of wood posts in accordance with Section 2304.9.7 of the ABA post base connector have prepunched holes for the IBC, and to prevent lateral displacement at the bottom 10d or 16d nails driven into the side grain of the wood post. end of wood posts in accordance with Section R407.3 of Type A narrow plain washer, conforming to the dimensions the IRC. The products may also be used in structures shown in ASME B18.22.1 (R 1998), and a standard cut regulated under the IRC when an engineered design is washer and nut must be used to secure the ABA post base submitted in accordance with Section R301.1.3 of the IRC. connector to the concrete anchor bolt See Table 2 for 3.0 DESCRIPTION overall dimensions, required fasteners, and allowable uplift loads and downloads.See Figure 2 for drawings of an ABA 3.1 General: post base standoff connector and a typical installation. The Simpson Strong-Tie post base connectors described 3.1.3 ABE Adjustable Post Base: The ABE post base in this report are die-formed brackets that conned wood consists of three components:a U-shaped galvanized steel posts to concrete footings complying with the IBC or IRC, channel having an adjustment slot for the anchor bolt, a as applicable, by using anchor bolts installed during the galvanized steel standoff base that elevates the wood post concrete pour or after the concrete hardens. Since the 1 inch(25.4 mm)above the concrete footing,and a 0.109- design of anchor bolts in the concrete footings is not within inch-thick (2.8 mm)round washer(bearing plate) supplied the scope of this report, a footing larger than the minimum with the ABE44 connectors and a 0.171-inch-thick required by 2012 and 2009 IBC Section or 2006 IBC (4.3 mm) rectangular washer(bearing plate)supplied with Section 1805, or IRC Section R403 may be necessary to the ABE46 and ABE66 connectors. The round and meet anchorage to concrete requirements.Untreated wood rectangular bearing plates have a bolt hole diameter of KGEs Evduwwn Reverts are not to be c=&i d as rarrsmpow aasdwks or m v other amibuw not=edfically addrawdnor are thev to be cmwmad 17® Page 2 of 10 ESR-2549 3.2 'Materials: duration factor. Co,corresponding with the applicable loads in accordance with the NDS. 32-1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,F,„of 33,000 psi(227 MPa)and a minimum tensile temperatures are 1009E(37.8°C)or less.When products are strength, F.of 45,000 psi(310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as fobws: percent(16 percent for engineered wood products),or where wet service is expected,the allowable bads must be adjusted NOMINAL THICKNESS MIN1111It1M BASE-METAL by the wet service factor, Cu, specified in the NDS. When (9"P) TOSS(Inch) connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No.16 0.0555 (37.M),the allowable bads in this report must be adjusted No.18 0.0445 by the temperature factor, C„specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for bad- For SI:1 inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Insta§attkm: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A 653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, report and the manufacture's published installation also known as `batch" galvanization, in accordance with instructions,this report governs. ASTM A 123,with a minimum specified dating weight of 2.0 ounces of zinc per square foot of surface area(600 g1m), 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood- include the Z or HDG ending, but the information shown framed construction described in this report comply with,or applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the flowing recommendations on minimum corrosion resistance of steel conditions: connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.22 Wood:Wood members with which the connectors are installed in accordance with this report and the used must be either sawn lumber or engineered lumber manufacfixer's published installation instructions. A having a minimum specific gravity of 0.50 (minimum COPY of the instructions must be available at the jobsite equivalent specificgravity of 0.50 for engineered lumber),and at all times during installation. having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber) except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be c onstrtuded. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable- report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths respectively,with Sections 322 and 32.3 of this report. (F,,). 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER F,,. retardant treated lumber must be in accordance with NAIL S[ZE DIAMETER LENGTH (pall Section 32.1 of this report. Use of fasteners with (iom) Csichasl preservative treated or fire retardant treated lumber 10d x V4 0.148 1112 90,000 must be in accordance with Section 32.3 of this report. 10d 0.148 3 90,000 6.0 EVIDENCE SUBMITTED 16d x 2'!2 1 0.162 21!2 90,000 16d 0.162 3'/ 90,000 Data in accordance with the ICC-ES Acceptance Criteria for For SI 1 inch=25.4 mm,1 psi=6.895 kPa. 2006 Hangers and Similar Devices (AC13), dated October 2006(corrected March 2007). Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3,as applicable.The lumber The products described in this repot are identified with a die- treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the none of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and connection capacities an index evaluation report (ESR-25231 that is used as an of fasteners used with the specific proprietary preservative identifier for the products recognized in this report treated or fire retardant treated lumber. &0 OTHER CODES 4.0 DESIGN AND INSTALLATION &I Evaluation Scope: Page I of 10 ESR-2549 # 2003 Intematkml Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 2003 International Residential Code(2003 IRC) with UBC Section 2304.3. # .2000 International Building Code®(2000 IBC) &A Design and Iran 2003 13C' 2003 RC, 2000 IBC,20M IRC,and UBC: # 2000 International Residential Code°(2000 IRC) See Section 4.0 of his report. # 1997 Uniform Building CodeTu (UBC) 8.5 Conditions of Use. The products described in this report comply with, or are suitable alternatives to what is specified in,the codes listed 8.5-1 2003 13C, 2003 RC 2000 IBC, and 2000 IRC: The above,subject to the provisions of Sections 82 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 1113C,2003 IRC,2000113C,and 2000 IRC:See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the information in Section 2.0 with the this report comply vAth,or are suitable altematives to what is followin Si S Tie fare-mount hangers are used in,the UBC'subject to the same motions of use 9=Simpson trod- 9e indicated in Section 5.0 of this report, except the last as wood framing connectors in accordance with Section sentence of Section 5.5 is replaced with the following: 2318.4.8 of the UBC. Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. &6 Evidence Submitted:2003 113C,2003 RC 2000 IBC, &&2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 RC,and UBC: report,except modify Section 32.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Idendficatioo: 2003 IBC, 2003 RC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report follows: Fasteners used in contact with preservative treated Page 4 of 10 ESR 2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS W (FASTENSQuandtyS22 ALLOWABLE LOAlW4'5(Ibs) MODEL Upwe Download Na W H B Headers Joist Co=1.33 Co=1.0 C.=1.15 Co 1.25 or 10d 16d 10d 16d 10d 16d =1.6 LU24 19/16 3'h 1'% 4 2-10dz1'A 245 445 530 510 610 555 665 W26 19/,s 4Y, 11 6 4-10dxl% 490 665 800 765 920 830 1,000 LU28 19/18 6% 1'% 8 6-10dx1'A 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19116 71311, 1'/. 10 6-10dxt'/s 735 1,110 1,330 1 1,275 1,530 1,390 1,660 For Sl: 1 inch=25.4 mm,1 Ibf=4:45 N. 1. Refer to Figure 1 (this page)for definitions of hangar nomenclature(W,H,% 2.Refer to Section 3.2.3 of this report for nal saes and requered minimum ptrysicai proPe►ties. 3.Tabulated allowable loads must bre selected based an duration of load as pemrtted by the applicable budding code. 4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)tines the doth of the joist at which the lateral movement of the top or bottom of the joist with respect to is vertical position is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d comrrhon nab specified in the'Header'column under'FasteneW is requeed to achieve the tabulated allowable loads shown in the Allowable Download`10d'or'16d'columns. 6.Allowable uplift bads are for bangers installed with either 10d or 16d common nam into the supporting header/beam,and have been increased for wind or earthquake loading with no fuuther increase allowed. The allowable uplift bads must be reduced when other bad durations govem. • s • e • • • • N e • 4 for FIGURE 1—LU SERIES HANGER Page go(10 ESR 2549 TABLE 2-,ALLOWABLE LOADS FOR THE U SERFS JOIST HANGERS DWENSIONS' FASTENERS2 ALLOWABLE LO MODEL (ns) (Quantity-Type) Uplift 6 Download No. W H B Headers Joist CD-1.33 or Co=1.0 Co=1.15 Co=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 18/16 3'/e 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26 18/16 43/4 2 6 4-10dxl'/2 480 665 800 765 920 830 1,000 U210 18/16 713/16 2 10 1 6-10dxl'/2 720 1,110 1,330 1 1,275 1,530 1 1,390 1,660 U214 19/16 10 2 12 8-10dx1% 960 1,330 1,595 1,530 1,835 1,665 1,995 V34 29/M 3'16 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U36 29/16 53/6 2 8 4-10dxl'/z 480 890 1,065 1,025 1,225 1,110 1,330 0310 29/16 108 2 14 6-10dX11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 28/16 10'/2 2 16 6.10dxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 V44 38/16 fle 2 4 2-10d 295 445 530 1 510 610 1 555 665 U46 38/16 4'/e 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 8316 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 3'/e 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 0210-2 31/6 8'/2 2 14 6-10d 890 1,555 1,860 1 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 11610 51/2 8'/2 2 14 &10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 2'/16 35/6 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U26R 21/16 55/6 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330 U21OR 2'/16 91/8 2 14 6-10dxl'/2 720 1,555 1,860 1 1,790 2,140 1,940 2,330 U44R 4'/16 2518 2 4 2-16d 355 445 530 510 610 555 665 U46R 4'/16 45/8 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1 1,330 U41OR 4'/16 8% 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61OR 6 8'/2 2 14 &16d 1,065 1,555 1,860 1,790 2,140 1 1,940 2,330 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B} 2.Refer to Section 3.2-3 of this report for nal sizes and required minimum physical properties 3.Tabulated allowable loads must be selected based on duration of bad as permitted by the applicable building code. 4.U Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm� 5.The quantity of 10d or 16d common nails specified in the'Header column under'Fasteners'is required to achieve the tabulated allowable loads shown in the Allowable Download'10d'or'16d'columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common naffs into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other bad durations govern. U24� T. � '> a m I c • • � H • H @ i > �_ FIGURE 2--U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2--above) (See Table 3--Need Page) (See Table 3,Footnote 3--Next Page) Page 6 of 10 ESR 2549 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER ructIIBMONS' (FAST 22BL )NERSALLOWABLE LOADS(Ibs)s,.,s MODEL NO. upwe Download W H B Header Joist Co=1.33 or Co=1.0 Co=1.15 Co=1.25 =1.6 HU26 18/,6 3/,s 2% 4-164 2-10dx1'/2 240 535 615 670 HU28 19/1s 5'/. 21/4 6-16d 4-10dx1'/2 480 805 925 1,005 HU210 19/,6 7'/a 2'/4 8-16d 4-10dx1'/2 480 1,070 1,230 1,340 HU212 18/,s 9 2'/4 10-164 6-10dx1'/2 720 1,340 1,540 1,675 HU214 1 /,s 10/a 2'/. 12-16d 6-10dx1'/2 720 1,610 1,850 2,010 HU34 /,s /a 2'A 4-16d 2-10dx1 /Z 240 535 615 670 HU36 29/,. 5% 2'A 8-16d 4-10dx1'/2 480 1,070 1,230 1,340 HU38 2B/,s 7/a 2'/2 10-16d 4-104x1 /2 480 1,340 1,540 1,675 HU310 2'/: 14-16d &10dx1'/2 720 1,875 2,155 2,345 HU312 29/,s 1 /a 2 M. 16-16d 6-tOdxi'/2 720 2,145 2,465 2,680 HU314 till 12/8 2'A 18-16d 8-10dx1 /2 960 2,410 2,770 3,015 HU316 2s/1s -14'/-.- 2 M. 20-16d 8-10dx1 /Z 960 2,680 3,080 3,350 HU44 3/,s 2/a 2'/ 4-16d 2-10d 300 535 615 670 HU46 39/,s A. 2 M. 8.16d 4-10d 605 1,070 1,230 1,340 HU48 39/,6 6 /,s 2'/2 10-164 4-10d 605 1,340 1,540 1,675 HU410 39/,s /8 2'/2 14-16d 6-10d 905 1,875 2,155 2,345 HU412 3911. 1 /,s 2'/2 16-16d 6-10d 905 2,145 2,465 2,680 HU414 ell. 12-1, 1 2'A 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 3/,. 1.3% 2'A 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5'/ 43116 2'/z 8-164 4-164 715 1,070 1,230 1,340 HU68 5'/s 5"/,a 2'/2 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'h 75/a 2'/: 14-16d 646d 1,070 1,875 2,155 2,345 HU612 51/2 I. 2'/2 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 61A 11% 2'A 18-16d 8-16d 1,430 2,410 2,770 3,015 HUM 5'/ 12 /,s 2'f 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3% 3/,6 2'A 4-16d 2-10d 300 535 615 670 HU26.2 31/. 5/a 2'/2 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 31/a 7 2'/2 10-16d 4-10d 605 1,340 1,540 1,675 HU210.2 3'/a 80'" 2'/: 14-164 6-10d 905 1,875 2,155 2,345 HU212-2 3/a 1 /,. 2'A 1&16d 6-10d 905 2,145 2,465 2,680 HU214-2 3/, 2 /1. 2'A 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 3/. 131, 2'A 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310.2 5'/. 8/5 2'/: 14-164 6-10d 905 1,875 2,155 2,345 HU312-2 5'/e 1 /8 2'/2 1646d 6.10d 905 2,145 2,770 2,680 HU314-2 51/. 125/s 1 2'/2 18-16d 840d 1,205 2,410 2,770 3,015 HU2103 4"/,s /,6 2'A 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 4"/,. lel,. 2'A 16-16d 6.10d 905 2,145 2,465 2,680 HU214-3 4 /,s 12/19 2'A 18-16d 8-10d 1,205 2,410 2,770 3,015 HU2163 -7r/,-6--T3-11-.- 2'A 20.16d 8-10d 1,205 2,680 1 3,080 3,350 For St 1 inch=25.4 mm,1 lbf=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B� 2.Refer to Section 3.2.3 of On report for nail sizes and mq*ed rnirun M Physical properties 3.HU sautes hangers with widths(W)equal to or greater than 2 9/1r,inches(65 mm)are available with header Ranges fumed in( ) and are identified with the model designation HUCN. See Figure 3b(previous Page} 4.Tabu4ated allowable loads must be selected based on duration of load as permitted by the applicable Wilding code. 5.HU Series hangers provide torsional resistance,vA*h is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the feral mryvement of the tap or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(32 mm) 6.Allowable uplift loads have been increased far word or earthquake loading with no firrther increase allowed. The allowable uplift loads must be reduced when other bad durations govem. Page of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILSZ ALLOWABLE LOADS'' MODEL (lam) ( Type) tom) NO. UweDowrroad W H B Header Joist` Co=1.33 or =1.6 C•=1.0 Co=1.15 Co=1.25 LUS24 191'a 31/a 13/' 4-10d 2-10d 465 640 735 800 LUS26 101'. 4/4 1 /. 4-10d 4-10d 930 830 955 1,040 LUS28 1 /,s /8 IT/, 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 1 /,s 7'/,s 1 /4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 31s To 2 4-164 2-16d 440 765 880 960 LUS26-2 3/e 4'5/,. 2 4-164 4-16d 1,140 1,000 1,150 1,250 LUS28-2 De 7 2 6-164 4-16d 1,140 1,265 1,455 1,585 LUS210-2 31/1, 8 /is 2 8-16d 6.164 1,710 1,765 2,030 2,210 LUS214-2 311a 10 /16 2 10-16d &16d 1,710 2,030 2,335 2,540 LUS44 3/,. 3 2 4-164 2-16d 440 765 880 960 LUS46 30/,r, 4'/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3"/,. 6% 2 6-164 4-16d 1,140 1,265 1,455 1,585 LUS410 3/,s 83/4 2 8-16d 6-16d 1,710 1,765 1 2,030 2,210 LUS414 39/,. 1 /4 2 10-164 6-16d 1,710 2,030 2,335 2,540 For SI:1 inch=25.4 mm,1 lbf=4.45 N. 1.Refer to Figure 4(this page)for definitions of hanger nomernclatum(W,H,% 2.Refer to Section 3.2.3 of this report for nail sizes and required mownum physical properties. 3.Tabulated allowable bads must be selected based on duration of bad as permitted by the applicable buildM code. 4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the tap or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nads must be driven at a 45 degree angle through the joist into the headerlbea n(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift bads have been increased for wird or earthquake loading with no further increase is aWwed. The allowable uplift loads must be reduced when other bad durations govem. 1 x. • • • • C H C 0 (--W B FIGURE 4-LUS SERIES HANGER Paged of 10 ESR 2549 TABLE 5--ALLOWABLE LOADS FOR THE MUS SHIES HANGERS ONENSIONS7 COMMON ALLOWABLE LOADS T MODEL UpWt Download NO. W H B Header Joist C', 1.33 or CD=1.0 C6=1.15 Co=1.25 =1.6 MUS26 1 9/,s 5/,6 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 19/,, 614 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SL 1 inch=25.4 mm,1 Ibf=4A5 N. 1.Refer to Figure 5(this page)for definitions of hanger nom im(W,H,B� 2-Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties- 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical Position of the joist is 0.125 nch(3.2 mm). 5.Joist nails must be drivers at a 45 degree angle through the joist into the headerlbeam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wand or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. ' f- z•,� �{7VP e • i •c • r H e . FIGURE S-MUS HANGER(sex Table 5) FIGURE is-HUS SERIES HANGER(see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS' COMMON NAILS' ALLOWABLE LOADS'' (Inches) (Quaetity-Type) (om) MODEL Uplift` Download NO. W H B Header Jdst CD=1.33 or =1.6 CD=1.0 Co=1.15 CD 1.25 HUS26 1 /e 5/e 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 t /, 7/16 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 1 /e 9 1,fi 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 3'T,;- 4/,6 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/16 6' /,6 2 6-164 6-16d 1,550 1,505 1,730 1,885 HUS410 39/16 8 /,6 2 6-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 3/1s 1 I 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 3/e 5!,6 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 3'1,, /,6 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 3'/. l,fi 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 31/e 11 2 10-164 10-16d 2,560 2,510 2,885 3,140 For SI:1 inch=25.4 mm,1 pound=4.45 N. 1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,ft 2.Refer to Section 3.2.3 of this report for nail saes and required mirninirn physical properties- 3.Tabulated a1mvable bads must be selected based an duration of bad as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawri joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which h the lateral movement of the tap or bottom of the joist with respect to tie vertical position of the joist is 0.125 inch(32 mm). 5.Joist nails must be drivers at a 45 degree angle through the joist into the header/xwn(double shear nailing)to achieve the tabulated bads. 6.Allowable uplift bads have been increased for wind or earthquake loading wins no further increase is allowed.The allowable uplift bads must be reduced when other bad durations govem. Page 9 of 10 ESR 2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DMENSHM, COMMON NAILS ALLOWABLE LOADS (Innes) (QuantHy-Type) (bs) MODEL Upiffs Dowttnbad NO. W H B Header Joists Co=1.33 or =1.6 CD=1-0 CD=1-15 Co=1.25 HHUS26-2 3511s 5/,a 3 14-16d 6-16d 1,550 2,560 2,965 3,225 HHUS28-2 3'1,. 71/,7 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 3/,a 9/a 3 30-164 10-16d 2,855 5,190 5,900 5,900 HHUS46 35/, 54 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 71. --7/- 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 31, 9 3 30-164 10-164 2,855 5,190 5,900 5,900 For St 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nai sores and required ffwwrxen physical properties. 3.Tabulated allowable loads must be selected based an duration of bad as permitted by the applicable bolding code. 4.Where HUS series hangers support said-sawn joists having a maximum depth of 11 inches,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)tines the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm} 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6.Allowable uplift bads have been increased for wind or earthquake loading with no further increase is slowed. The allowable uplift bads must be reduced when other load durations govern. M-2' ?, e H e t► � h e FIGURE 7-N415 SERIS HANGER(see Table 7) FIGURE 8--SURA.SERIES H/WGER(see Table 8) TABLE 8-4I-LOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DNENSIOPW FASTENERS ALLOWABLE LOADS (orches) (qty-Type) (bs1 MODEL NO. Upwe Dowrdoad W H B Al A2 Header Joist Co=1.33 or =1.8 Co=1.0 Co=1.15 CD=1.25 SUR/L24 IQ/is, 3'/,s 2 1'/B 1'/ 4-16d 4-10dx1 /z 450 530 610 665 SUR/L26 iaAr, 5 2 T. 1 /. 6-16d 6-10dx1'/2 720 800 960 1,000 SUR/L2&2 31/s 4'51,. /e 1%, 2/a 8-164 4-16dx1'/2 710 1,065 1,225 1,330 SURA210 19/,a /,s 2 1 /s 1'/4 10-164 10.10dx1'/2 1,200 1,330 1,530 1,660 SURA-214 1 /,a 10 2 1 /e 1'!4 12-164 12-104x1'/2 1,440 1,595 1,835 1,995 SUR/L210-2 3'/a 8 /�a /a 1'/2 /e 14-16d &16d�Q'/2 1,065 1,860 2,140 2,330 SURIL414 3/,a 12'/2 le 1 /a 18-164 8-16dhQ% 1,420 2,395 2,500 2,500 For Sk 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,BJ.These hangers have a 45"skew. 2.Refer to Section 3.2.3 of this report for nod sizes and required minimum ptrysical properties. 3.Tabulated allowable bads must be selected based on duction of bad as permitted by the applicable building code. 4.Where SUR/L series hangers support sold-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)tines the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(32 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further inc ease is slowed. The allowable uplift bads must be reduced when other bad durations govern. Page 10 of 10 ESR-2549 TABLE 9--ALLOWABLE LOADS FOR THE HSURIHSUL SERIES JOIST HANGERS DENSIONS' FASTENERS' ALLOWABLE LOADb' IM fpwhes1 (Quandtr-Type) (bs) MODEL NO. Uplifts Download W H 8 Al A2 Header Joist CD 1.33 or =1.6 Cn=1.0 Cc=1.15 CD=1.25 HSUR/L26-2 30s 415/16 2'/,s 1% 21% 12-16d 4-16dx2'/2 715 1,610 1,850 2,000 HSURIL210-2 3'/s 8"/,s 2'/,s 1'/. ?'/,s 20-16d 6-16dx2'/2 1,070 2,680 3,080 3,350 HSURIl214-2 3'/s 12"/,s 2'/16 1Y. 21. 26-16d 8-16dx2'/Z 1,430 3,485 4,005 4,355 HSUR/L46 3a/,s 43/4 2'l,s 1 2'/,6 12-16d 4-16d 715 1,610 1,850 2,000 HSURIL410 301% 8'/2 Yh, 1 21% 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUPA414 39/,s 12'/2 27/1, 1 2/,6 26-16d 8-164 1 1,430 3,485 4,005 4,355 For Sk 1 inch=25A mm,1 IN=4.45 N. 1.Refer to Figure 9(this page)for definitions of harxJer nomendadxe(W,H,B).These hangers have a 45"skew. 2.Refer to Section 32-3 of this report for nal sizes and re"red minorum physical properties. 3.Tabulated alowable kinds must be selected based on duration of bad as permitted by the appicable budding code. 4.Where HSURIL series hangers support solid-sawn jam,they pre torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the feral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.A&Ymiible upift loads have been increased for wind or earthquake badirg with no hrther naease is allowed. The aloMrabie upift bads must be reduced when other bad durations govern. Ar ° N ° sy T B FIGURE 9—HSl1RIL SERFS HMLG M ESR-2549 REPORT Tu Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. ph R gi 0111 Office#536D VVMW 'tri PO4 Vftfler,Cdbm 90601#(562)M&0543 R igami Oboe#900 Mores Road,Sciie A .Alabama 35213 #Gam)599-IM) www.icc-eS.Orcl Regk -Oboe#4051 Wed PmmwmPzacLGmw CklbHii,iros60478#(MB)799-2305 DIVISION:06-411000 AND PLASTICS hangers having a width equal to or greater than rl,,,inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1x4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925-5099 prepunched holes for the installation of nails that are driven www.strongtie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger. The MUS series hangers are famed from No. 18 gage galvanized steel. The U-shaped 1.0 EVALUATION SCOPE portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header, which is described as double # 2006 International Building Coote®(IBC) shear nailing in the installation instructions.See Table 5 for # 2006 International Residential Code(IRC) the hanger dimensions, required fasteners, and allowable bads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers:The HUS series hangers are Properties evaluated: formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are Structural formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header,which The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the Installation this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated under the IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section 3.1.7 HHUS Series Hangers: The HHUS series hangers R301.1.3 of the IRC. are formed from No. 14 gage galvanized steel.The hangers 3.0 DESCRIPTION have prepunched holes for the installation of joist naris that 3.1 General• are driven at an angle through the joist and into the header, which is described as double shear ming in the installation The Simpson Strong-Tie face-mart hangers described in instructions.See Table 7 for the hanger dimensions,required this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or Ledger. 3.1.8 SURIL Series Hangers:The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL famed from No.20 gage galvanized steel.See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.2 U Series Hangers:The U series hangers are formed from No. 16 gage galvanized steel_ See Table 2 for the 3.1.9 HSUR/L Sellas Hangers: The HSURIL series hanger dimensions,required fasteners,and allowable loads; hangers are formed from Noen gage galvanized steel_SUR and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers,skewed at 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HUMUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads; hangers are famed from No. 14 gage galvanized steel.HU and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS' are nru to be consmard as representing aeslhetira ora"other attributes not specifically addressed nor are they to be cunslrued as an endorsement of the subject of the report or o recommendotion for its use.There it no wa rmW by ICC Erahm om Service.Inc.,exprm nr asplied as to acv (=I &nfrnry nr nther water in this rnnnrt nr en to ram nrmwi mwred in,the rennrt. ESR-2549 , Used for Florida State Wide Product Approval# FL 10655 Products on this Report which are SIMPSON STRONG TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU444 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26 2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 0210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U210R 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 026-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U410R 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 0610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161