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DGT-15-327
Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 1269 NE 94 Street Miami Shores, FL Owner Information Address Parcel Number 1132050100080 Block: Lot: Phone k - Wood :'APPRO I Expiration: 04/05/2016 Applicant WENDY SIMS Cell WENDY SIMS 1269 NE 94 ST MIAMI SHORES FL 33138-2946 Contractor(s) HOME OWNER Phone Cell Phone Valuation: Total Sq Feet: $ 3,000.00 418 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type Const: Wood Deck Classification: Residential Scanning: 1_ Additional Info: REPAIR & REPLACE WOOD ON THE Scanning: 1 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $1.80 $2.69 $2.69 $0.60 $179.50 $120.00 $120.00 $120.00 $9.00 $2.40 $558.68 Pay Date Pay Type Invoice # DGT-2-15-54496 10/08/2015 Credit Card 02/13/2015 Credit Card Amt Paid Amt Due $ 508.68 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Foundation Framing in Progress Review Planning Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above-named contractor to do the work stated. October 08, 2015 ate Authorized Sjetfiture: Owner / Applicant / Contractor / Agent Building Department Copy October 08, 2015 1 -\AQ to t • BUILDING PER IT APPLICATION BUILDING ❑ ELECTRIC Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 -FBC 20 10 Master Permit No.1:0- 15-32:9 Sub Permit No. ROOFING ❑ REVISION EXTENSION DRENEWAL ❑ PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: / q Lt -t -L. f° g f'� �� c f2e� �' / % �S �j 7 3 Miami Dade Zip: Is the Building Historically Designated: Yes Flood Zone: BFE: c.S City: Miami Shores County: Folio/Parcel#: CSS Occupancy Typet ' Load: Construction Type: OWNER: Name (Fee Simple Titleholder): Address: City:/11 k` " Pt �,� 14 a r2ss Tenant/Lessee Name: .41,1 k'c /P1$ /a?6 Email: NO FFE: U-1/-77:4 phone#: 3°5---- 757 G°e[L —3o 7i/Ar-6 3Z - 3a State: Zip: '-- Phone#: r ?5 r C 3 CONTRACTOR: Company Name: 01 t,/Li(A 2 1 /- Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 3 3c ZJ Square/Linear Footage of Work: A )( Type of Work: ❑ Addition ❑ Alteration ❑ New Description of Work: 1 \ Q jG ; P f r®5 Le OD Repair/Replace ❑ Demolition Specify color of co//loor��thru tile: Submittal Fee $ •�JLJ Permit Fee $ 1 �� CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ 5O9 ' G (Revised02/24/2014) r , P 4 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 not be approved and a reinspection fee will be charged. gn / Signature Si nature �d O NER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 13 day of (2- iZ.Y , 20 IS , by day of , 20 , by WEIQTA1 C. I MS , who is personally known to , who is personally known to me or who has produced t . D(2-1 VE2- (- i SNS as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: N.,tery Public S'at - ' GrQ., is Sindia Alvarez +e My Commission FF 15A7C0 *FAO.- Expires08/03f2o1? NOTARY PUBLIC: Sign: Print: Seal: n ........................... *****s.******ss*****r*a***sas****rr**.**********•r�rar.....*****r *r••********** .��►q1" APPROVED BY (Revised02/24/2014) friv Plans Examiner (s Zoning Structural Review Clerk •-i Pit Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 j! OWNER BUILDER DISCLOSURE STATEMENT NAME: U��r% N Y C l -S DATE: a /( g 7/ 5 ADDRESS: %r) 6 ( /14 l J s 1./ r` r 4 yU c ar' ATI 3 3/3 Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with- holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial 4/S- 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial (4.75- 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial �S 4. I understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption. Initial S 5. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial (10-S- 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial S 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial WS 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial tA/S 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws. ordinances, building codes, and zoning regulations. Initial tIf-K 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http:llwww.myfioridalicense.com/dbor/pro/cilbfindex.html Initial 11. I am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: 1 1.9 'v 7 7 .Y Al /, s L Initial 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. S Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractors workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this 13 day of wf , 20 ( 5 BAsiDY a St M S who was personally known to me or who has Produced there License or 1 L tI- txC-.NS£ as identification. NOTARY oyer Wry Notary Public State of Florida Sindia Alvarez My Commission FF 156750 erof Expires 09/03/2018 a gr rn 1 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-267387 Permit Number: DGT-2-15-327 Scheduled Inspection Date: September 16, 2016 Inspector -005f_ ?ON( ScCk Owner: SIMS, WENDY Job Address: 1269 NE 94 Street Miami Shores, FL Project: <NONE> Contractor: HOME OWNER Permit Type: Decks/Gazebos/Trellises Inspection Type: Final Work Classification: Deck - Wood Phone Number Parcel Number 1132050100080 Building Department Comments REPAIR & REPLACE WOOD ON THE DECK. 5/18/2016 NO PER PLANS (WRONG HANGERS) REVISION MUST BE APPROVED BY VILAGE PRIOR TO INSPECTION Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-228243. DECK OK ( MISSING PLYWOOD 3/4" UNDER BOARDS) September 15, 2016 For Inspections please call: (305)762-4949 Page 14 of 20 dip SCOTT WEINKLE ARCHITECT September 14, 2016 Miami Shores Building Dept. Attn: Ishmael Naranjo re: 1269 NE 94th street Mia Re: plywood at wood deck: Dear Mr. Naranjo, In earlier conversations on site between the contractor (Rohan Cassie) and the inspector it was determined that the plywood was not necessary and the project was allowed to continue with that understanding. I completely agree that the one layer of 3/4" plywood was not necessary and I approve of the deletion of the plywood. Scott Weinkle Architect 16499 NE 19th Avenue Suite 200 North Miami Beach, FL 33162 786-546-5046 scottweinkle@gmail.com i US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com DeX RESPONSE TO STRUCTURAL COMMENTS FOR 1269 NE 94TH STREET 32- LOCATED AT 1269 NE 94TH STREET MIAMI SHORES, FLORIDA ....... . .. .. • • • . • • • .. ... •. . • • •• • ... . •.. •• • • . . . •. • . .• • • .. . . . . . . • .. • . • . . . . ... • ..• . • . :.: ...:.: •• . . . . ... . . . .• .• . . STRUCTURAL REV W APPROVED t ift/P Tanya Homleid P.E. PE#61706 PC1 t -I5-3 27 • US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com September 21, 2015 City of Miami Shores Building and Zoning Department RESPONSE TO STRUCTURAL REVIEW COMMENTS: All revised items were marked on structural drawings as revision 1. ITEM No. RESPONSE 1 Structural design complies with FBC-2014. Please, refer to attached calculations for joists and beams design according to NDS 2012 Edition 2. Architectural drawings were coordinated with structural drawings 3. Joist hangers were changed to NuVue with current NOA (attached) 4. Please, see attached revised wood beams calculations per NDS 2012 Edition Please let us know if you have any further questions or require additional information. Best Regards, .. ... . . . . . .. • ••• • . • • • .. 000 1111 • • • .. • 00. • 0011 .. • 11• 11 • 11• 11 ▪ 0 11 • • • • ▪ 00 • • O 0 11 • 00 • 11 11 11. 11 • 00111111 11111111 000 • 000 • 0 • O 00 . . • . 1100 • 0 • 0 • 0 0 • • • • . . 000 . • • • 0 0 0 0 0 • 0 0 0 • .. 00 • . • .. 110 000 0 . • 800 0 0 4 o US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com RESPONSE TO STRUCTURAL COMMENTS FOR 1269 NE 94TH STREET LOCATED AT 1269 NE 94TH STREET MIAMI SHORES, FLORIDA J• ••• • • • • • •• • • • • • • • • • •• ••• .• • • • •• • ••• • ••• •• • • • • • • • • • • • • • • •• • • •• • • •• • • • • • • ••• • • • • •• ••• ••• •• ••• • • • • • • • • • •• • • •• §eptember 21, 2015 •• • • * • • • • . .••• • • • • • • • • •• • • . • • • • • •.•• •• • • •• •• ••• ••• • • • •• ••• • • Tanya Homleid P.E. PE#61706 Dc- M US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com September 21, 2015 City of Miami Shores Building and Zoning Department RESPONSE TO STRUCTURAL REVIEW COMMENTS: All revised items were marked on structural drawings as revision 1. ITEM No. RESPONSE 1. Structural design complies with FBC-2014. Please, refer to attached calculations for joists and beams design according to NDS 2012 Edition 2. Architectural drawings were coordinated with structural drawings 3. Joist hangers were changed to NuVue with current NOA (attached) 4. Please, see attached revised wood beams calculations per NDS 2012 Edition Please let us know if you have any further questions or require additional information. Best Regards, Tanya leid, PE •• ••• • • • • • •• • • • • •• • •• ••• •• • • • •• • ••• • ••• •• • • • • • • • • • • • • • • •• • • •• • • •• • • • • • • • •• • • • • • • • ••• • ••• 1 • • ••• • • Y • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 1 • US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33 T. 305.512.5860 F. 305.512.5861 E-mail: optimussd@bellsouth.net 1269 NE 94th STREET MIAMI SHORES, FLORIDA DECK REPLACEMENT REVISED CALCULATIONS . .. ... . . . . . .. • • • . • • • .. ... .. • • .. •. • ... .. .. . • • • • . • • • • • . .. . . .. • • .. • . . . . . • .. • • . . • • • ... • ... . • • 0.0 •• . • ... • • •. . •• •• . . • • • • ... . . . • • ••••• • • ••• • .. .. • . . .. • • 008 • • . 000 • • September 21, 2015 Tanya Homleid P.E. PE#61706 1)6,1-15-327. MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date : 9/21/2015 Project No. Company Name : Designed By Address Description City Customer Name : State Proj Location : File Location: 0:\Users\Cad-04\Desktop\MECAWind\MECAWind\Default.wnd Directional Procedure Al]. Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph = D Structural Category = I Exposure Category - N/A Flexible Structure No Natural Frequency = Importance Factor = 1.00 Kd Directional Factor = 700.00 ft 0.85 Alpha = 11.50 Zg At = 0.09 Bt = 0.07 = 0.807 Am = 0.11 Bm = 650.00 ft Cc = 0.15 1 = 7.00 ft Epsilon = 0.13 Zmin 0 : 12 Slope of Roof(Theta) = .00 Deg Slope of Roof = e Ht: Mean Roof Ht = 2.00 ft Type of Roof = = Monoslo p 2.00 ft Eht: Eave Height2.00 ft RHt: Ridge Ht = OH: Roof Overhang at Eave= .00 ft Roof Area = 418.00 ft^ 2 Bldg Length Along Ridge = 19.00 ft Bldg Width Across Ridge= 22.00 ft Gust Factor Category I Rigid Structures - Simplified Method 0.85 Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = Gust Factor Category II Rigid Structures - Complete Analysis 00 ft Zm: 0.6*Ht = = 7 7.09 lzm: Cc*(33/Zm)^0.167 0ft Lzm: 1*(Zm/33)^Epsilon = 535.475. Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 =0.96 96 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) - Gust Factor Summary = 0.85 Not a Flexible Structure use the Lessor of Gustl or Gust2 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi0.18 GCPi : Internal Pressure Coefficient Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems •• ••• • • • • • •• • •• • • • • • • •.••.• •• • • • •• • • • • • •• • ••• • • ••• •• • • • • • • • • • • •• • 0 • •• • • • • • • • • • • • • • • ••• • • • ••• • • • • ••• • • • • • • • • • • •• • ••. • • • • • • • • • •• • • • • • •• •• • • • •• •• ••• . . ••• ••• • • Page 1 - 4 - 4 - 4 - 4 -4 -4 -4 -4 Kh: 2.01*(Ht/Zg)^(2/Alpha) Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)^2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area = 1.03 • 1.00 • 41.19 psf • 0.80 • 418.00 ft^2 • 0.88 MWFRS-Wall Pressures for Wind Normal to 19 ft wall (Normal to Ridge) Wall Leeward Wall Side Walls Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) -0.47 -23.82 -0.70 -31.92 -8.99 -17.09 Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi Windward 2.00 1.03 1.00 41.19 20.60 35.43 44.41 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf) -GCpi(psf) 0.0 ft to 1.0 ft -0.90 -38.93 -24.10 1.0 ft to 2.0 ft -0.90 -38.93 -24.10 2.0 ft to 4.0 ft -0.50 -24.92 -10.09 4.0 ft•'tO n 0:t. • • • •• -0.30 -17.92 -3.09 • • • MWFRS-Wall�Pres sI. reig Pit Tiid•rlbrmal to 22 ft wall (Along Ridge) Wall Cp Pressure Pressure • •..---�•• ••.---! ••.GCpi (psf) -GCpi (psf) --�� --�- • • • Leeward. Wao.l • • •. • -08.4.0 ' 24.92•-0.09 • 00 • • ••• • ••• • ••• • • • . • • • • •• • • •.. •••• . •.• • •• • • • • • • • • • ••• •. •• • Page 2 Side Walls -0.70 Wall -31.92 -17.09 Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi Windward 2.00 1.03 1.00 41.19 20.60 35.43 45.52 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge pp Pressure Pressure +GCpi(psf) -GCpi(psf) 0.0 ft to 1.0 ft 1.0 ft to 2.0 ft 2.0 ft to 4.0 ft 4.0 ft to 19.0 ft •• ••• • • • • • •• • • • • • • • •• 000 •• • • • •• • • • 0.0 • ••• •• • • • • • • • • • • • • • • •• • • • • • .• • • • • • • • • •• • • • ••• •• ••• • ••• • 0 ••• • • • • 0.0 • • • - • • • • • • • • • 0410 0 • • • • • • • • • • • • • •0 00 •• 0 0. 00 • . -0.90 -38.93 - 0.90 -38.93 - 0.50 -24.92 - 0.30 -17.92 - 24.10 -24.10 - 10.09 -3.09 Page 3 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. copyright 2015 www.mecaenterprises.com Date : 9/21/2015 Project No. . Company Name : Designed By . Address Description . City Customer Name : State Proj Location : File Location: C:\Users\Cad-04\Desktop\MECAWind\MECAWind\Default.wnd Roof not shown 'alis r 3 Gable Roof 0 •:= 7 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Description Width of Pressure Coefficient Zone "a" = 3 ft Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 2H Zone 3H Zone 3H Deck beams 1.00 1.00 1.0 1 0.30 -1.00 19.77 -48.61 1.00 1.00 1.0 2 0.30 -1.80 19.77 -87..56 1.00 1.00 1.0 3 0.30 -2.80 19.77 -122.75 1.00 1.00 1.0 4 0.90 -0.99 44.49 -48.20 1.00 1.00 1.0 5 0.90 -1.26 44.49 -59.32 1.00 1.00 1.0 2H 0.30 -1.70 16.00 -70.03 1.00 1.00 1.0 3H 0.30 -2.80 16.00 -115.34 1.00 1.00 1.0 3H 0.30 -2.80 16.00 -115.34 1.33 6.33 13.4 3 0.29 -2.59 19.25 -113.95 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf .• ••• • • • • • •• • • •• • • • • • •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • •• • . •• •• • • •• • + '• • • OOOOO • •• • • ••• • • • • ••• • • • • • • • • • • • • • •••• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 4 LOADS: SDL= D= 25 psf 6 psf 31 psf L= 60 psf Wind= 114 psf (neg.) (REV. 9-21-15) 2x8 @ 16" O./C. P.T. So. PINE No. 2 JOISTS: (REV. 9-21-15) Btrib= 16 in Wd= 41 pif WI= 80 plf Wup= 152 pif span= 6 ft max. stress (see attached calculations): Mmax= 573 Ib -ft => Cd= 0.90 Cfu= 1.00 Cr= 1.15 CI= 1.00 Ci= 1.00 524 psi 6880 in -Ib Ct= 1.00 Cm= 1.00 Fb= 1200 psi (NDS 2012 Supplement, Table 4B) Fbadj= FbxCdxCmxCtxClxCfxCfuxCixCr= 1242 psi O.K. E= 1600000 psi Eadj= ExCmxCtxCi= S -2x8= 13.14 in3 I -2x8= 47.63 in3 (NDS 2012 Supplement, Table 4B) 1600000 psi A= 0.05 in tallowable= 0.20 in O.K. Rd= 124 Ib RI= 240 Ib Rup= 460 Ib 2x8 JOISTS CONNECTION: (REV. 9-21-15) NUVUE NVJH-28 W/ (14) 10d x 1-1/2" TO HEADER AND (7) 10d x 1-1/2" TO JOIST NOA 15-0507-.02 EXP. DATE JULY 30, 2020 Total reaction (d+I)= Allowable load= Net uplift= Allowable uplift= .. ... . . . . . 00 • . . 364.1% • 173eb •" .tme 1079.Ib :. •• *CIL . .... ... . . ... . . . . ... . . • • •. •• •• . • • • • • .•00 • • • • • . . • . •. • . . • • .. .. • • . .. .. 000 • • . 000 . • Page 5 Printed: 21 SEP 2015, 4:53PM Wood Beam Lic'-# Description : 2x8 Joists Material Properties Fid: Z:1Projects\OPTIMUS-PROJECTS\Scott weinkle11269 NE 94 Street\Calcs11269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Wood Species : Southern Pine Fc - Perp Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1,200.0 psi 1,200.0 psi 1,550.0 psi 565.0 psi 175.0 psi 650.0 psi Density 35.440 pcf D(0.041) L(0.08) W(-0.152) V v $ Applied Loads Span = 6.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0410, L = 0.080, W = -0.1520 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.438 1 +0.60D+W+H 3.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.031 in Ratio = 0.000 in Ratio = 0.047 in Ratio = -0.059 in Ratio = Maximum Forces & Stresses for Load Combinations 2333 0 <360 1542 1228 0.241 : 1 2x8 42.17 psi 175.00 psi +0.60D+W+H 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Summary of Moment Values Summary of Shear Values Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 6.0 ft 1 +D+L+H Length = 6.0 ft 1 +D+0.750Lr+0.750L+H Length = 6.0 ft 1 +D+0.750L+0.750S+H Length = 6.0 ft 1 +D+W+H Length = 6.0 ft 1 +D+0.750Lr+0.750L+0.750W+H Length = 6.0 ft 1 +D+0.750L+0.750S+0.750W+H Length = 6.0 ft 1 +D+0.750Lr+0.750L+0.5250E+H Length = 6.0 ft 1 0.140 0.078 1.000 1.000 1.000 1.000 1.000 0.18 168.49 1,200.00 0.10 13.57 175.00 1.000 1.000 1.000 1.000 0.229 1.000 1.000 1.000 1.000 1.000 0.54 497.24 1,200.00 0.29 40.06 175.00 • •:: :1.00 . 1:10 1fot 1.000 0.1 i • i00Q • :.00 : 1 n0: t 400 1.000 0.45 415.05 1,200.00 0.24 33.43 175.00 • • • •1.060 • 100a 1.006 1.000 0:'191 • •14,000 •'1.004 1b00• t 00 1.000 0.45 415.05 1,200.00 0.24 33.43 175.00 1.000 1.000 1.000 1.000 0.210• 1.000 1.000 • 1.000 • 000 . 1.000 -0.50 456.14 1,200.00 0.27 36.74 175.00 • • •• •••1.Oba.1.000.1 006 •1.000 0.414 0.346 0.346 0.380 0.045 0.045 0.346 •• •, J25: 1.000"..1.00d .104 :1.000 ••: :• ..;.05Q,• 1.000•.tO0C•'1.000 0.025 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000, .1.000 . 1 400. 1.000 1.000 • . • • • • • • • • • ••. • • • • • • • • • • • • . • ••• .• . • • •. •• ... • •• •• ..• .• . -0.06 53.42 1,200.00 0.03 4.30 175.00 -0.06 53.42 1,200.00 0.03 4.30 175.00 0.45 415.05 1,200.00 0.24 33.43 175.00 Page 6 Wood Beam Description : Load Combination Segment Length +D+0.750L+0.7505+0.5250E+H Length = 6.0 ft 1 +0.600+W+H Length = 6.0 ft 2x8 Joists Max Stress Ratios Span # M V 0.346 0.191 Prinffid: 21 SEP 2015, 4:53PM File: Z:1Projects\OPTIMUS-PROJECTS1Scott Weinkle11269 NE 94 Street\Calcs11269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee Cd CFN Cr Cm Ct 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 0.436 0.241 1.000 1.000 1.000 1.000 1.000 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Summary of Moment Values Summary of Shear Values Mantua) fb-design Fb-allow Vactual fv-design Fv-allow 0.45 415.05 1,200.00 0.24 33.43 175.00 -0.57 523.54 1,200.00 0.31 42.17 175.00 Location in Span Load Combination 0.0000 - Unfactored Support 1 Support 2 Vertical Reactions Load Combination Overall MAXimum D Only L Only W Only D+L D+W D+L+W -0.456 0.123 0.240 -0.456 0.363 -0.333 -0.093 -0.456 0.123 0.240 -0.456 0.363 -0.333 -0.093 Max. "+" Defl Location in Span 0.000 W Only -0.0586 Support notation : Far left is #1 Values in KIPS 3.030 •• ••• • • • • • •• • • • •• ••• •• • • • •• • • • • ••• • • • • • • • • • •• • • •• • •• • ••• • ••• ••• • • • • • • • • • • • • • ••• •• ••• •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • • •• • • • • • • •• •• ••• • • Page 7 • 2x10 P.T. So. PINE No. 2 GIRDERS: (REV. 9-21-15) Btrib= 3.25 ft wself= 3.4 plf Wd= 101 plf WI= 195 plf Wup= 371 plf max span= 7.1 ft max. stress (see attached calculations): 847 psi Mmax= 1509 Ib -ft => 18112 in -Ib Cd= 0.90 CI= 1.00 Ct= 1.00 Cm= 1.00 Cfu= 1.00 Ci= 1.00 Cr= 1.00 Fb= 1050.00 psi (NDS 2012 Supplement, Table 4B) Fbadj= FbxCdxCmxCtxClxCfxCfuxCixCr= 945 psi O.K. E= 1600000 psi Eadj= ExCmxCtxCi= S -2x10= 21.39 in3 I -2x10= 98.93 in3 (NDS 2012 Supplement, Table 4B) 1600000 psi .6= 0.06 in Aallowable= 0.24 in O.K. See attached calcs.: Rd= 300 Ib RI= 550 Ib Rwind= -1140 Ib Rd= 820 Ib RI= 1520 Ib Rwind= -1710 Ib Rd= 820 Ib RI= 1520 Ib Rwind= 260 Ib Rd= 300 Ib RI= 550 Ib Rwind= -40 Ib 2x10 JOISTS CONNECTION: (2) 3/8" DIAM. S.S. THRUBOLTS d+I reaction= 2340 Ib 0.6d+wind= -1218 Ib Shear load per bolt= 1170 Ib A= 0.077 int Fu= 110 ksi Vall= 6353 Ib O.K. .. ... . . . . . 00 • • • •• • • • . .. • ... • . .. • • • • • • • • • • • • ▪ .. • • .. • • .. • . . . . . • .. • • • • • • . 0S. • 000 • . . ... • . . • ... . • • • • . . . . • •• • 000 . • . • • • • • . •• . . . • .. .. • • • .. .. 000 . • • 000 . • Page 8 Wood Beam Description : 2x10 Girder Material Properties Printed: 21 SEP 2015, 4:54PM File: Z:\Projects10PTIMUS-PROJECTS4Scott weinkle11269 NE 94 Street\Calcs11269 ne 94 stec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee : Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Southem Pine : No.2: 2" - 4" Thick : 10" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.101) L(0.195) W(-0.371) i i i i i D(0.101) L(0.195) i $ $ 1,050.0 psi 1,050.0 psi 1,500.0 psi 565.0 psi 175.0 psi 575.0 psi Density 35.440pcf D(0.101) L(0.195) i 2 2x10 Span =7.10ft 2 2x10 Span =7.10ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1010, L = 0.1950, W = -0.3710 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.806 1 psi +D+L+H 7.100ft Span # 1 2 2x10 Span = 7.10 ft 2 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.038 in Ratio = 2236 -0.003 in Ratio = 33485 0.059 in Ratio = 1456 -0.094 in Ratio = 910 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratio/ Segment Length Span # M : V • • Length = 7.10 ft 1 0.281 13328 Length = 7.10 ft 2 0.281 0.228 Length = 7.10 ft 3 0.281 •0.221 • • +D+L+H • • • Length = 7.10 ft 1 0.806 • .1655: Length = 7.10 ft 2 0.806 ..1654' Length = 7.10 ft 3 0.806 0.655 +D+0.750Lr+0.750L+H +0 esign OK 0.655: 'I 2x10 114.52 psi 175.00 psi +D+L+H 6.381 ft Span # 1 ••• • • • • • •• :C,4 •CPN: •Cs •Cm Summary of Moment Values Summary of Shear Values C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow • • • • • • • • • • tom** 1.000 ?Id I100 1.000 1.000 1.000 1.000 1.000 1.000 1.000. 1.20p. 1.000.4.000. 1.000 • • 1.000. 1.001 1.010 •1.000 i.000• • 1.0011 1•005'4.010 •1.000 1.009•;1.600. 1.0011.1.060.'1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ••• • • • • • •• • • • • • • ••.• •• • • • • ••0 •• • • ••• • • • • • •• • • • • • • • •• •• • ••• • • • -0.53 -0.53 -0.53 -1.51 -1.51 -1.51 295.28 295.28 295.28 846.74 846.74 846.74 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 0.37 0.37 0.37 1.06 1.06 1.06 39.97 39.97 39.97 114.62 114.62 114.62 Page 9 175.00 175.00 175.00 175.00 175.00 175.00 Wood Beam Description : 2x10 Girder Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C r C m C t Mactual lb -design Fb-allow Vactual fv-design Fv-allow Length = 7.10 ft 1 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.00 Length = 7.10 ft 2 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.000 89 95.96 175.00 Length = 7.10 ft 3 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 7.10 ft 1 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.00 Length = 7.10 ft 2 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.000.89 95.96 175.00 Length = 7.10 ft 3 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 +D+W+H 1.000 1.000 1.000 1.000 Length = 7.10 ft 1 0.715 0.529 1.000 1.000 1.000 1.000 1.000 -1.34 751.08 1,050.00 0.86 92.56 175.00 Length = 7.10 ft 2 0.448 0.529 1.000 1.000 1.000 1.000 1.000 -0.84 470.14 1,050.00 0.52 92.56 175.00 Length = 7.10 ft 3 0.448 0.529 1.000 1.000 1.000 1.000 1.000 -0.84 470.14 1,050.00 0.41 92.56 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 7.10 ft 1 0.201 0.337 1.000 1.000 1.000 1.000 1.000 -0.38 211.42 1,050.00 0.55 58.92 175.000 55 99.52 175.00 Length = 7.10 ft 2 0.800 0.569 1.000 1.000 1.000 1.000 1.000 -1.50 840.02 1,050.00 Length = 7.10 ft 3 0.800 0.569 1.000 1.000 1.000 1.000 1.000 -1.50 840.02 1,050.00 0.92 99.52 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 7.10 ft 1 0.201 0.337 1.000 1.000 1.000 1.000 1.000 -0.38 211.42 1,050.00 0.55 58.92 175.000 55 99.52 175.00 Length = 7.10 ft 2 0.800 0.569 1.000 1.000 1.000 1.000 1.000 -1.50 840.02 1,050.00 Length = 7.10 ft 3 0.800 0.569 1.000 1.000 1.000 1.000 1.000 -1.50 840.02 1,050.00 0.92 99.52 175.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 0.89 95.96 175.00 Length = 7.10 ft 1 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0 89 95.96 175.00 Length = 7.10 ft 2 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 Length = 7.10 ft 3 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length = 7.10 ft 1 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.000 89 95.96 175.00 Length = 7.10 ft 2 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 Length = 7.10 ft 3 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.89 95.96 175.00 +0.60D+W4I 1.000 1.000 1.000 1.000 1.00 108.55 175.00 Length = 7.10 ft 1 0.804 0.620 1.000 1.000 1.000 1.000 1.000 -1.51 844.47 1,050.00 Length = 7.10 ft 2 0.497 0.620 1.000 1.000 1.000 1.000 1.000 0.93 522.29 1,050.00 0.40 108.55 175.000 40 108.55 175.00 Length = 7.10 ft 3 0.335 0.620 1.000 1.000 1.000 1.000 1.000 -0.63 352.03 1,050.00 Overall Maximum Deflections - Unfactored Loads Max. "+" Del Location in Span Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 W Only -0.0936 3.415 D+L+W 2 0.0387 3.056 0.0000 3.415 D+L 3 0.0576 3.954 0.0000 3.415 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -1.141 2.338 2.602 0.850 D Only 0.297 0.815 0.815 0.297 L Only 0.554 1.523 1.523 0.554 W Only -1.141 -1.712 0.263 -0.044 D+L 0.850 2.338 2.338 0.850 D+W -0.845 -0.897 1.079 0.253 D+L+W -0.291 0.626 2.602 0.806 Printed: 21 SEP 2015, 4:54PM Fik : Z:1Projects\OPTIMUSPROJECTS1Scott Weinkle11269 NE 94 StreetCaics\269 rte 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee -±_. Summary of Moment Values Summary of Shear Values 410 ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• •• • • • • • • • • • • • • • • •• • • •• • • •• • • • • • . • 11 • • • • • • •0• • ••• • • •• ••• • • • • ••• • • • • • • • • • • • • •0410 • • • • • • • • • •• • • • • • •• •• • • 0 •• •• 00. • • • 00• • • Page 10 • 2x10 P.T. So. PINE No. 2 GIRDER AT PERIMETER: Btrib= 3.25 ft wself= 3.4 plf Wd= 101 plf WI= max. span 5 ft max. stress (see attached calculations): Mmax= 811 Ib -ft => Cd= Cfu= Cr= 0.90 1.00 1.00 CI= 1.00 Ci= 1.00 (REV. 9-21-15) 195 plf Wup= 455 psi 9726 in -Ib Ct= 1.00 Cm= Fb= 1050.00 psi (NDS 2012 Supplement, Fbadj= FbxCdxCmxCtxClxCfxCfuxCixCr= E= Eadj= 1600000 psi (NDS 2012 Supplement, ExCmxCtxCi= 1600000 psi S -2x10= 21.39 in3 I -2x10= 98.93 in3 A= 0.01 in Aallowable= See attached calcs.: Rd= Rd= Rd= Rd= Rd= Rd= 200 Ib 600 Ib 470 Ib 410 Ib 420 Ib 140 Ib 0.17 in RI= RI= RI= RI= RI= RI= O.K. Table 4B) 945 psi Table 4B) 380 Ib 1120 Ib 870 Ib 770 Ib 790 Ib 250 Ib Rwind= Rwind= Rwind= Rwind= Rwind= Rwind= O.K. 371 plf 1.00 -800 Ib -1210 Ib 220 Ib -70 lb 20 Ib 0 Ib POST CONNECTION (Re 9-21:1A•: •• •• • • USP EMBEDDED COLUMN BASE REF. CBE66 EIV�fFI (Z) I/Z'`OIANL GALV. ASTM A325 THRU BOLTS .. ... .. . . . .. NAILS EMBEDDED MIN. 1-5/8 INTO POSTS Net uplift= Allowable uplift= • ••• -850 jb' 2975 ll,� ; • • • • •••• • •• •• • • •• • • • • • . . . . . ••• •••• ••• • . • ••• . • • . •. • •• . • • • • • • • • • ••• ••• • • •• ••. • • • ••• •• • • •• • • • • •• ••• •• • . • • • .. •• Page 11 Wood Beam Description : 2x10 Girder at perimeter Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Printed: 21 SEP 2015, 4:55PM File: Z:\Projects\OPTIMUS-PROJECTS\Scott Weinkle11269 NE 94 StreenCalcs11269 ne 94 stec6 ENERCALC, INC. 1983.2011, Build:6.11.6.23, Ver,6.11.6.23 Licensee t I. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi : Southern Pine No.2: 2" - 4" Thick : 10" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1,050.0 psi 1,050.0 psi 1,500.0 psi 565.0 psi 175.0 psi 575.0 psi Density 35.440pcf D(0.101) L(0.195) W(-0.371) D(0.101) L(0.195) D(0.101) L(0.195) D(0.101) L(0.195) D(0.101) L(0.195) * + i + i + + + $ i $ + i $ + i + + + 2x10 2x10 Span =5.Oft Span=5.0ft 2x10 Span = 4.20 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1010, L = 0.1950, W = -0.3710 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.1010. L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 5 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection •• • 0.433 1 454.69 psi 1,0511D0psi +D+L+H 5.000ft Span # 1 2x10 i 2x10 Span = 3.90 ft Span = 3.40 ft Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.009 in Ratio = 0.000 in Ratio = 0.014 in Ratio = -0.023 in Ratio = ••• • • • • • • • • • •• • • •- -r • •- Maximum Forces & Stresses for Load Cbfribiifatibns • • Load Combination Segment Length Span # 6792 0 <360 4423 2586 • • • • ••• • • • i '• • • • • •• Design OK 0.430: 1 2x10 75.33 psi 175.00 psi +D+L+H 4.286 ft Span # 1 Max Stress Ratios M •V ••Cd C•FN•••Cr Cera .fit • • • • • • • • • • • • • •• • • 0.1td :1406 ft : 1.oOfi ZOdD :i.Op0 01 01.000 •1:d00 .1.000 1.000 1!000 0.150 1.000 1.000 1.000 1.000 1.000 Length = 3.90 ft 4 0.075 0.150 • • X000 • 1.000 . � 0 1.000 1.000•0 • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• •• • • • ••• •• ••• • • • ••• • • +D Length =5.Oft 1 0.151 Length = 5.0 ft 2 0.151 Length = 4.20 ft 3 0.093 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow -0.28 -0.28 -0.17 -0.14 158.56 1,050.00 158.56 1,050.00 97.95 1,050.00 78.54 1,050.00 0.24 0.21 0.16 0.14 26.27 175.00 26.27 175.00 26.27 175.00 26.27 175.00 Page 12 Wood Beam Printed: 21 SEP 2015, 4:55PM File: Z:\Projects\OPTIMUS-PROJECTS1ScottWeinidei1269 NE 94 Street\Calcs\1269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.623 Licensee Description : 2x10 Girder at perimeter Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 3.40 ft 5 0.075 0.150 1.000 1.000 1.000 1.000 1.000 -0.14 78.54 1,050.00 0.14 26.27 175.00 +D+L+H 1.000 1.000 1.000 1.000 0.70 75.33 175.00 Length = 5.0 ft 1 0.433 0.430 1.000 1.000 1.000 1.000 1.000 -0.81 454.69 1,050.00 Length = 5.0 ft 2 0.433 0.430 1.000 1.000 1.000 1.000 1.000 -0.81 454.69 1,050.00 0.60 75.33 175.00 0 60 75.33 175 00 Length = 4.20 ft 3 0.267 0.430 1.000 1.000 1.000 1.000 1.000 -0.50 280.86 1,050.00 Length = 3.90 ft 4 0.214 0.430 1.000 1.000 1.000 1.000 1.000 -0.40 225.22 1,050.00 0.40 75.33 175.00 Length = 3.40 ft 5 0.214 0.430 1.000 1.000 1.000 1.000 1.000 -0.40 225.22 1,050.00 0.40 75.33 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.330.38 63.06 175.00 63 06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.000.50 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.38 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 +D+W+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.358 0.336 1.000 1.000 1.000 1.000 1.000 0.67 376.25 1,050.00 0.54 58.87 175.00 Length = 5.0 ft 2 0.221 0.336 1.000 1.000 1.000 1.000 1.000 0.41 231.60 1,050.00 0.33 58.87 175.00 0.21 58.87 175.00 Length = 4.20 ft 3 0.190 0.336 1.000 1.000 1.000 1.000 1.000 -0.36 199.66 1,050.00 0.15 58.87 175.00 Length = 3.90 ft 4 0.082 0.336 1.000 1.000 1.000 1.000 1.000 -0.15 86.07 1,050.00 Length = 3.40 ft 5 0.082 0.336 1.000 1.000 1.000 1.000 1.000 -0.15 86.07 1,050.00 0.14 58.87 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.119 0.234 1.000 1.000 1.000 1.000 1.000 -0.22 125.09 1,050.00 0.38 40.92 175.000.52 55.86 175.00 Length = 5.0 ft 2 0.297 0.319 1.000 1.000 1.000 1.000 1.000 -0.56 311.42 1,050.00 Length = 4.20 ft 3 0.297 0.319 1.000 1.000 1.000 1.000 1.000 -0.56 311.42 1,050.00 0.42 55.86 175.000.34 55.86 175.00 Length = 3.90 ft 4 0.185 0.319 1.000 1.000 1.000 1.000 1.000 -0.35 194.20 1,050.00 Length = 3.40 ft 5 0.185 0.319 1.000 1.000 1.000 1.000 1.000 -0.35 194.20 1,050.00 0.34 55.86 175.00 *D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.119 0.234 1.000 1.000 1.000 1.000 1.000 -0.22 125.09 1,050.00 00.358 55.86 175.00 40.92 175.00 Length = 5.0 ft 2 0.297 0.319 1.000 1.000 1.000 1.000 1.000 -0.56 311.42 1,050.00 Length = 4.20 ft 3 0.297 0.319 1.000 1.000 1.000 1.000 1.000 -0.56 311.42 1,050.00 0.34 55.86 175.00 Length = 3.90 ft 4 0.185 0.319 1.000 1.000 1.000 1.000 1.000 -0.35 194.20 0.42 55.86 175.00 1,050.00 0.34 55.86 175.00 Length = 3.40 ft 5 0.185 0.319 1.000 1.000 1.000 1.000 1.000 -0.35 194.20 1,050.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.000.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 0.50 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 0.68 380.66 1,050.00 0.38 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 • • 1 Oe01 1.000 4.000. 1.000 •.1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +0.60D+W+H • : .14):0 : 1.:00: 'COO: 1.000 '1,00 •'000 . 1 000 -0.75 420.23 1,050.00 0.64 69.37 175.00 Length = 5.0 ft 1 0.400 0.396 •• 1.OQd � •OQO : .• • • Length = 5.0 ft 2 0.244 0.396• • 1bEt 1080 1.000• 1!009. 1.000 0.46 255.78 1,050.00 0.26 69.37 175.00 Length = 4.20 ft 3 0.153 0.396 1.000 1.000 1.000 1.000 1.0000.29 160.48 1,050.00 0.15 69.37 175.00 Length = 3.90 ft 4 0.052 0.396 1.000 1.000 1.000 1.000 1.000 -0.10 54.65 0.09 69.37 175.00 1,050.00 0.09 69.37 175.00 Length = 3.40 ft 5 0.052 0.3% ':1'000 .1:0p0 •'1900 1e00 . !020 -0.10 54.65 1,050.00 Overall Maximum Deflections - Unfactefrd Loads . • • • • • • • • M -+° Defl Location in Span Load Combination Span • • .Maxi"5 Defl • • I:ocaiipn in Spad . • tgati Combination W Only -0.0232 2.449 Summary of Moment Values Summary of Shear Values D+L+W 1 0.0000 0.000 2 0.0123 2.347 ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • ••• •• • • • ••• • •• • ••• • • • • • •• .• • 0.0000 2.449 Page 13 Wood Beam Printed: 21 SEP 2015, 4:55PM File: Z:1Projects1OPTIMUS-PROJECTS\Scott Weinklei1269 NE 94 Street\Calcs11269 no 94 stec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee °: Description : 2x10 Girder at perimeter Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. °-" Defl Location in Span Load Combination D+L 3 0.0025 2.229 W Only D+L+W 4 0.0020 1.910 D+L 5 0.0026 1.943 Support notation : Far left is #1 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum -0.802 1.721 1.558 1.183 1.234 0.391 D Only 0.205 0.600 0.468 0.413 0.423 0.136 L Only 0.382 1.121 0.874 0.771 0.791 0.255 W Only -0.802 -1.214 0.216 -0.071 0.020 -0.004 D+L 0.586 1.721 1.342 1.183 1.214 0.391 D+W -0.598 -0.614 0.684 0.341 0.444 0.132 D+L+W -0.216 0.507 1.558 1.112 1.234 0.387 • • •• a • • • • • • • • •• • ••• • ••• •• • • • • • • • • • • • • • • •• • • •• • • •• • • • • • • • •• • • • • • • • ••• • ••• • • • ••• • • • • ••• • • • • • s • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Max. "+" Defl Location in Span -0.0018 0.0000 0.0000 Values in KIPS 1.371 1.371 1.371 Page 14 70 Caps & Bases CBE Column Bases 12 gauge base for carports, patios, or other residential framing. Materials: 12 gauge Finish: G90 galvanizing Codes: See page 11 for Code Reference Chart IRC R407.3, IBC 2304.9.7 Installation: • Use all specified fasteners. See Product Notes, page 17. • Not recommended for fence posts or other unrestrained (not fixed or fastened at top) applications. These bases are not designed to resist overturning (moment) loads. • All models require a minimum edge distance of 3". • Bolted models feature diamond holes for temporary nail fastening to facilitate drilling and bolting. • Embed column base with bottom of base plate flush to concrete. • Bolts must be ordered separately. See page 24 for available sizes. 3" min. edge distance F L Uplift Typical CBE installation L CBE ;USP STRUCTURAL CONNECTORS Mnek Column Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule DF/SP Allowable Loads (Lbs.)°$ Uneracked Concrete Cracked Concrete W1 W2 H L flty Type Uplift 160%1 Uplift 160%1 SDCA&B 1 SDCC-F SDC A & B 1 SDC C -F 4 x 4 CBE44 LCB44 12 3-9/16 3-1/2 7-1/2 2 ,` 12 '._16d 2975 _ 2975 2975 2975 2 1/2 4090 4090 3535 3030 Code Ref. 112 16d 2975 2975 2975 2975 4x6 CBE46 LC646 12 3 9/16 ,l 5-1/2 ! 7-1/2 2 n �~ 110 1/2 4090 rA4:0 3535 2030 6 x 6 CBE66 LL866 ' 12 ; 5-1/2 5 1/2 7-1/2 2 12 L 16d 2975 2975 2975 i 2975 2 ' 1/2 4090 4090 . 3535 3030 1) Uplift Loads have been increased 60% for wind and seismic loads, no further increase shall be permitted. 2) All bolts shall meet or exceed the specifications of ASTM A 307. 3) Minimum nail embedment shall be 1-5/8" for 16d nails. 4) Concrete compressive strength shall be 2,500 psi or greater at 28 days. 5) Allowable loads are based on the use of either nails or bolts; nail and bolt values cannot be combined. 6) NAILS: 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• •• • • • • • • • • • • • • • • •• • • •• • • •• • • • • • • • •• • • • • • • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 15 © 2015 MITek. All rights reserved. MIAMI•DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamldarle.aovlec onomy Nu-Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVJH, NVTP/H, NVSO and NVIIC Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NV SO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its iqty • • • • • INSPECTION! A copy a't iiejti>re' dA•shall be provided to the user by the manufacturer or its distributors andish.alltreaveilablt fot iiislfcbtion at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.34 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document omentiored ab©ve. • • •• • • The submitte3 docujnerttai�Qt Nos rgvirevpd;bb Carlos M. Utrera, P.E. . .. . . . •• •. . ... . .•• . . . MIAMI•DADE COUNTY APPROVED • • • .....• • • . . • • . • .•• . • • . • •. • . . . 0117 • •.• .. . . • .. .. • • . .•• . 7415 NOA No. 15-0507.02 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 1 Pa Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 03-0730.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed Caudel, P.E. Wood Connector NVTP4 NVTP4H NVTP4 NVTP4H NVS0236 NVS0236 NVJH24 NVJH26 NVS0236 NVJH28 and sealed by C. R. Report No. 1. PT # 03-4303 2. PT # 03-4343 3. PT # 03-4344 4. PT # 03-4345 5. PT # 03-4349 6. PT # 03-4357 7. PT # 03-4358 S. PT # 03-4385 9. PT # 03-4386 10. PT # 03-4387 Direction Date Upward 04/21/03 Upward 05/05/03 Upward 05/01/03 Upward 05/02/03 Up & Down 05/19/03 Up & Down 05/20/03 Up & Down 05/30/03 Up & Down 05/30/03 Up & Down 05/13/03 Up & Down 05/30/03 C. CALCULATIONS "Submitted under NOA # 05-0516.01" 1. Report of Design Capacities, dated 07/13/2005, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 03-0730.03" 2. Report of Design Capacities, dated 07/22/2003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, P.E. ...... . . . . .. • • • .. • .. •.• .. . .. •. • ••• • • • . • • • • • •• • • •• ••• • ••• • • ••• ••• .. • . • • . • •. • . • . • . . • • . . • • . • . . . . • • . • • • ••• • • • • • ••• •• •• • • ••• . • . • ••• • • • . • . • • • .• •• • • E-1 %i00J o!5 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.02 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 17 Nu-Vue Industries Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE L Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance to 2010 and 5th (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 08-0828.02" 2. Statement letter of code conformance, no financial interest and no change of product, dated 08/21/2008, issued, signed and sealed by Vipin N. Tolat, P.E. • • . • • • • •• •• • • • ••• • ••• • • • • • • • • • • •• • • •• • • •• • • • ••• • ••• • •• • • • • •• • • • • • • • • • • • • •.• • • • • .•• • • • • ••• • • • • • •• •. ••.• • • • •• • • • • • • • • • • • • • • • • • • • • .•• .• •• •• ••• .• • E -2 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.02 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 18 • •• • •• • • •• •• • • •• • • •• 4 4 • ••• • ••• ••• ••• •0•j' • ••• • ••• ••• TABLE 1 JOIST SUPPORTS • • • 18 G NVJH JOIST SUPPORTS Allowable Loads (lbs) _ 0 PrOdRI ( Code Ren*ion tnelws) • • R� • • Doubla • Heoder • Size Single Heoder Size Fasteners oro lb 1008 Uplift toads t Double Header Single Header Joists n e fey si gs:: an, W •H BS NVJH 13t< • •3% 3 • , 2*4 • 2-24 2.8 4 6-lOd 4-104.15. 4-1134 . th' 744 744 - • NVJ426 1/N. 5 3 e•_••• 2 • •• 2-2xe 2x8 10-10d ro-los' 1y' a-104 x 1)r 1240 1240 821 • • • NVJH2$•1% • . • • • • •• • E3,4 • 3 P • 4 2x8 lbotix e 2x12 •••• 2-2x8 • 2-2x10 • 2-242 2.8 200 202•"//' 14-10d 1736 1736 1079 14-104. l5'7 -10d x or • •••• • • • •• • •••• !Ingle Hedger • t -•L! • • •• • • • • • 3' v Double Heoder z-zx Joist NVJH 28 as shown NVJH 24 & 28 similar but with different holes. General Notes; 1. Steel shall conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2005/2012. 3. Design Ioods ore for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NOS 2005/2012. 4. Allowable uplift loads have been odjusted for load duration factor CD of 1.6. Allowable gravity loads hove been adjusted for CD values of 1.0, per table 2.3.2 of NDS 2005/2012. Design Ioods do not include 33% increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry, Grout and mortor in concrete masonry sholl be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined Iood of Uplift, L1 and L2 shall satisfy the following equotion. Actual Uplift Allowable Uplift 7. Allowable loads are otherwise noted. 8. All designs Conform + Allllowable Li + Allowable L2 al L2 <=1.0 based on 13n thick wood members unless to FBC 2010 and 2014. VIPIN N. TOLAT, PE (CIVIL) PL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77088 PRODUCT RENew812 . aes+pyln8 with th4 Works MambosPenia Nu -Vile ue industries, Inc. 1083-1089 East 29 Street HWWleeh, Florida 33013 Phone: (808) 691-0397 PAX: (308) 694-0398 DWG 13: NU -3 NVJH JOIST SUPPORTS Sheets Date: 1of3 I Apo 16. 2318 Page 19 • • • • • • • ••• • • • • • • •• • •• • • • ••• • •• • • • • • •• • •••• • • • •• • •••• • • •••• Notes: TABLE 2 TOP PLATE ANCHORS NVTP & NVTPH Size Product Code Gauge Dimensions (In) A B •2x4/4iiL NVTP4 20 3r 8" 2.8/4x6• NVTP8 20 5r 8- .2.8/4x8. NVTP8 • 20 7g" 8" • eatwta• NVTP4H 16 3R" 8" •291/Yaia• NVTP6H 18 5t' 8" 428tP/2A• NVTPSH 18 7r 8" • •• • •••• • •Firsduct Total number of fasteners " 10d x 1h" •:. a Max. Uplift Capacity 133% (lbs) 6 8 10 12 • Av1P :1,8,8 828 1087 1346 1605 NVTP 4H,6H,BH 936 1207 1476 1745 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shall be used on each side of the stud to achieve tabulated values. TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY FACE MOUNT JOIST HANGER Joist Size Header Size Fasteners Allowable Loads (Lbs.) Header Joist GRAVITY 1005 Uplift 160% 2x6-8 2-2x8 2-2x10 2-2x12 14-10d 6-10d 1758 1108 14-16d 6-16d 1875 1279 Notes: 4-1ex 3" Lea Somas 6-16d 800 1217 1. See General Notes, Sheet 1. 1 74 44' Header 2-2X Minimum BOLT HOLES 1/2" DIA. NAIL HOLE 3/16" DIA. PRODUCT RENEWED eau eCe a d& die ://,'""me No '' Vim,! MCaaYn� Joist 1-2X Minimum VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77088 Nu-Vue Industries, Ina 1068-1059 Beat 29 8h•et Hialeah. Florida 83018 (808) 694-0397 PAM (806) 694-0398 NVTP & WreH Pip1g ANCHORS, NVSO 238 JOIST HANGBR DWG #: NU -3 Sheet: 2of3 Date: ADM 18, 8015 Page 20 • • •• • 0 • •• • • • ••• • • • • • • •• • • • ••• • •• • • • • • • • •• • • • •••• • • • • • •• • • •••• • • •••• TABLE 4 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT • CQ * • • DESCRIPTION FASTENERS DESIGN LOADS (LBS) HEADER JOIST UPUFT L1 L2 N VHC 4: Hurricane Clip — Wide 9-10d 9-10d 687* 407 308 isU{:42 Hurricane Clip — wldex2 10-10d 10-10d 917 547 432 Notes •• :••• 1. •Sr..•General Notes, Sheet 1. • • •••• NVHC 43/2 * For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC NVHC 43 L2 1-2x(11¢"wlde) UPLIFT Use 2 Clips one on each side C43 Qom'--�fl VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77088 psooucr RENEWED eunpy4 •.na a• Markle A40,20,014/a0faipQ�T Prodo„ Castel Nu- Vile le Industries, Inc. 1088-1089 beet 29 Street Hialeah, Fiortds 88018 (808) 694-0897 FAX (805) 694-0898 NVHC 49 & NVHC 43/2 HURRICANE CLIP. DWG #: NU -3 Sheet: 8of3 Date: Aid 18, 2015 Page 21 REFERENCE DESIGN VALUES • L.. S 2: i 2 Table 4B Reference Design Values �,5 or Visually Graded Southern Pine Dimension Lumber (2"4"thick) (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4BADJUSTMENT FACTORS Species and commercial grade SOUTHERN PINE Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense No.1 No.1 Non -Dense No.2 Dense No.2 No2 Non -Dense No.3 and Stud Construction Standard Utility Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense No.1 No.1 Non -Dense No2 Dense No2 No2 Non -Dense No.3 and Stud Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense No.1 No.1 Non -Dense No2 Dense No2 No2 Non -Dense No.3 and•Stud Size classification 2° -4" wide 4" wide 5" - 6" wide 8" wide Bending Fb 3,050 2,850 2,650 2,000 1,850 1,700 1,700 1,500 1,350 850 1,100 625 300 2,700 2,550 2,350 1,750 1,650 1,500 1,450 1250 1,150 750 2,450 2,300 2,100 1,650 1,500 1,350 1,4170 1,200 1,100 700 Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense No.1 No.1 Non -Dense No2 Dense No2 No2 Non -Dense No.3 and Stud Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense • • No.1 • • No.1 Non -Dense • No2 Dense • • • No2 No.2 Non -Deme No.3 and Stud • 10" wide ••• • • 12°• wide • • •• • • • • • • • ••• •• • • • • • • • • •• • • •• • •• • ••• • ••• 2,150 2,050 1,850 1,450 1,300 1,200 1,200 1,050 950 600 Tension parallel to grain Ft 2,050 1,900 1,750 • 1,30 • •1,260 • •1,1b� i ell° • • 97.5 • 900 575 1,650 1,600 1,350 1,100 1,050 900 875 825 775 475 625 350 175 1,500 1,400 1,200 950 900 800 775 725 675 425 1,350 1,300 1,100 875 825 725 675 650 600 400 1,200 1,100 950 775 725 650 625 575 550 325 1,100 1,050 900 AP • 675 • goo 5716 • t50 525 325 Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain F„ Fol Fe • • • • • •• • • • • • • • • • • • • • • • • • 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 680 565 480 660 565 480 660 565 480 565 565 565 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565 • • • • • • • • • • • • AMERICAN w00D COUNCIL • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• •• • 2,250 2,100 1,950 2,000 1,850 1,700 1,850 1,650 1,600 975 1,800 1,500 975 2,150 2,000 1,850 1,900 1,750 1,600 1,750 1,600 1,500 925 2,050 1,900 1,750 1,800 1,650 1,550 1,700 1,550 1,450 875 2,000 1,850 1,750 1,750 1,600 1,500 1,650 1,500 1,400 850 1,950 1,800 1,700 1,700 1,600 1,500 1,600 1,450 1,350 825 Modulus of Elasticity E I Emu, 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,300,000 1,300,000 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000. 580,000 620,000 580,000 510,000 510,000 550,000 470,000 470,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 Specific Gravity° G 0.55 0.55 0.55 0.55 0.55 0.55 Page 22 Grading Rules Agency SPIB US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 E-mail: optimussd@bellsouth.net 1269 NE 94th STREET MIAMI SHORES, FLORIDA DECK REPLACEMENT CALCULATIONS August 18, 2015 Tanya Homleid P.E. PE#61706 LOADS: SDL= 25 psf D= 6 psf 1= 31 psf 60 psf 2x8 @ 16" O./C. P.T. So. PINE No. 2 JOISTS: Btrib= 16 in Wd= 41 plf WI= span= 6 ft See attached calcs.: O.K. Rd= 124 Ib RI= 80 pif 240 Ib 2x8 JOISTS CONNECTION: SIMPSON LUS26 W/4 -10d TO GIRDER AND 4-10d TO JOIST Total reaction= Allowable Toad= (ESR 2549) 364 Ib 870 Ib O.K. 2x10 P.T. So. PINE No. 2 GIRDERS: Btrib= 3.25 ft Wd= 101 pif Wl= 195 plf length= 22 ft See attached calcs.: O.K. Rd= 300 Ib RI= 550 Ib Rd= 820 Ib RI= 1520 Ib Rd= 820 Ib RI= 1520 Ib Rd= 300 Ib RI= 550 Ib 2x10 JOISTS CONNECTION: (2) 3/8" DIAM. S.S. THRUBOLTS Total reaction= 2340 Ib Shear load per bolt= 1170 Ib A= 0.077 in2 Fu= 110 ksi VaII= 6353 Ib O.K. Page 1 Printed: 19 AUG 2015.1125AM Wood Beam File: Z:\Projects\OPT1MUS-PROJECTS\Scott Weinkie11269 NE 94 Street\Calts11269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee :.' Description : 2x8 Joists Material R_•tla--- Analysis Load Com Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Species Wood Grade Beam Bracing : Southem Pine : No.2: 2" - 4" Thick : 8" Wide Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling 1,200.0 psi 1,200.0 psi 1,550.0 psi 565.0 psi 175.0 psi 650.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 35.440 pcf D(0.041 L(0.08) Applied Loads 2x8 Span =6.Oft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0410, L = 0.080 , DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width = 1.0 ft 0.414 1 2x8 497.24psi 1,200.00 psi +D+L+H 3.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.031 in Ratio = 0.000 in Ratio = 0.047 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 2333 0 <360 1542 0 <240 0.229: 1 2x8 40.06 psi 175.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN Cr Cm Ct Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 6.0 ft 1 0.140 +D+L+H Length = 6.0 ft 1 0.414 +D+0.750Lr+0.750L+H Length = 6.0 ft 1 0.346 +D+0.750L+0.750S+H Length = 6.0 ft 1 0.346 +D+0.750Lr+0.750L+0.750W+H Length = 6.0 ft 1 0.346 +D+0.750L+0.750S+0.750W+H Length = 6.0 ft 1 0.346 +D+0.750Lr+0.750L+0.5250E+H Length = 6.0 ft 1 0.346 +D+0.750L+0.750S+0.5250E+H Length = 6.0 ft 1 0.346 0.078 1.000 1.000 1.000 0.229 1.000 1.000 1.000 0.191 1.000 1.000 1.000 0.191 1.000 1.000 1.000 0.191 1.000 1.000 1.000 0.191 1.000 1.000 1.000 0.191 1.000 1.000 1.000 0.191 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.18 0.54 0.45 0.45 0.45 0.45 0.45 0.45 168.49 497.24 415.05 415.05 415.05 415.05 415.05 415.05 1,200.00 1,200.00 1,200.00 1,200.00 1,200.00 1,200.00 1,200.00 1,200.00 0.10 13.57 0.29 40.06 0.24 33.43 0.24 33.43 0.24 33.43 0.24 33.43 0.24 33.43 0.24 33.43 Page 2 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 Printed: 19 AUG 2015.1125AM Wood Beam Lic. # Description : File: Z:\Projects\OPTIMUS-PROJECTS\Scott WeinMe\1269 NE 94 Street\Caics\1269 rte 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee;;;. 2x8 Joists Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Lavation in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0467 3.030 Vertical Reactions - Unfactored 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.363 0.363 D Only 0.123 0.123 L Only 0.240 0.240 D+L 0.363 0.363 Page 3 Printed:1 B AUG 2015,11:28AM Wood Beam File: Z:\Pro \OPTIMUS-PROJECTS\Scott Weinklei1269 NE 94 Street\Calcs\1269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee:: Description : 2x10 Girder Material Properties Analysis Method : Al Load Combination 2 ,7\4 Wood Species : Sout • Wood Grade : No.2: 2" - 4" Thick : 10" Wide Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1,050.0 psi 1,050.0 psi 1,500.0 psi 565.0 psi 175.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1, 600.0 ksi Eminbend - xx 580.0 ksi Density 35.440 pcf D(0.101) L(0.195) D(0.101) L(0.195) D(0.101) L(0.195) i 2x10 Span =7.10ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Load for Span Number 2 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Load for Span Number 3 Uniform Load : D = 0.1010, L = 0.1950 , Tributary DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 2x10 Span =7.10ft 2x10 Span = 7.10 ft Service Toads entered. Load Factors will be applied for calculations. Width = 1.0 ft Width = 1.0 ft Width = 1.0 ft 0.808 1 2x10 846.74 psi 1,050.00 psi +D+L+H 7.100ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.038 in Ratio = 2236 -0.003 in Ratio = 33485 0.059 in Ratio = 1456 -0.004 in Ratio = 21808 Maximum Forces & Stresses for Load Combinations Design OK 0.655: 1 2x10 114.62 psi 175.00 psi +D+L+H 6.381 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V C d C FN Cr Cm Ct +0 Length = 7.10 ft Length = 7.10 ft Length = 7.10 ft +0+L+H Length = 7.10 ft Length = 7.10 ft Length = 7.10 ft +D+0.750Lr+0.750L+H 1 2 3 1 2 3 0.281 0.281 0.281 0.806 0.806 0.806 0.228 0.228 0.228 0.655 0.655 0.655 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow 1.000 1.000 1.000 -0.53 295.28 1,050.00 1.000 1.000 1.000 -0.53 295.28 1,050.00 1.000 1.000 1.000 -0.53 295.28 1,050.00 1.000 1.000 1.000 1.000 1.000 1.000 -1.51 846.74 1,050.00 1.000 1.000 1.000 -1.51 846.74 1,050.00 1.000 1.000 1.000 -1.51 846.74 1,050.00 1.000 1.000 1.000 Vactual fv-design Fv-allow 0.37 0.37 0.37 1.06 1.06 1.06 39.97 39.97 39.97 114.62 114.62 114.62 Page 4 175.00 175.00 175.00 175.00 175.00 175.00 Printed: 19 AUG 2015,1120AM Wood Beam L4c # Description : Load Combination Segment Length Length = 7.10 ft Length = 7.10 ft Length = 7.10 ft +D+0.750L+0.750S+H Length = 7.10 ft 1 Length = 7.10 ft 2 Length = 7.10 ft 3 +D+0.750Lr+0.750L+0.750W+H Length = 7.10 ft 1 Length = 7.10 ft 2 Length = 7.10 ft 3 +D+0.750L+0.750S+0.750W+H Length = 7.10 ft 1 Length = 7.10 ft 2 Length = 7.10 ft 3 +D+0.750Lr+0.750L+0.5250E+H Length = 7.10 ft 1 Length = 7.10 ft 2 Length = 7.10 ft 3 +D+0.750L+0.750S+0.5250E+H 2x10 Girder Span # 1 2 3 File: Z:\Projects\OPTIMUS•PROJECTS\Scott Weinkle11269 NE 94 Street\Calcs11269 ne 94 stet ENERCALC, INC. 19832011,'Build:6.11.6.23, Ver.6.11.6.23 Licensee ,¢ Max Stress Ratios M V Cd CFN Cr Cm Ct Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 0.675 0.548 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 1.000 1.000 1.000 1.000 -1.26 708.87 1,050.00 Length = 7.10 ft 1 0.675 0.548 1.000 Length = 7.10 ft 2 0.675 0.548 1.000 Length = 7.10 ft 3 0.675 0.548 1.000 Overall Maximum Deflections - Unfactored Loads 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 95.96 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Deft Location in Span D+L D+L D+L 1 2 3 0.0585 0.0039 0.0576 3.235 3.595 3.954 D+L Vertical Reactions • Unfactored Support notation : Far left is #1 0.0000 -0.0039 0.0000 Values in KIPS 0.000 0.809 0.809 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum D Only L Only D+L 0.850 0.297 0.554 0.850 2.338 0.815 1.523 2.338 2.338 0.815 1.523 2.338 0.850 0.297 0.554 0.850 Page 5 2x10 P.T. So. PINE No. 2 GIRDER AT PERIMETER: Btrib= 3.25 ft Wd= 101 pif WI= 195 pif length= 10 ft See attached calcs.: O.K. Rd= 300 Ib RI= 550 Ib Rd= 820 Ib RI= 1520 Ib Rd= 820 Ib RI= 1520 Ib Rd= 300 Ib RI= 550 Ib Page 6 Printed: 19 AUG 2015.1124AM Fly: Z:1ProjectslOPTIMUS-PROJECTS1Scott weinkle\1269 NE 94 Street\Calcs\1269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee : Description : 2x10 Girder at perimeter Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Southern Pine : No.2: 2" - 4" Thick : 10" Wide Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1,050.0 psi 1,050.0 psi 1,500.0 psi 565.0 psi 175.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 35.440 pcf D(0.101) L(0.195) i i i i D(0.101) L(0.195) i $ D(0.101) L(0.195) D(0.101) L(0.195) D(0.101) L(0.195) i i + + i i + i i i i i Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width = 1.0 ft Load for Span Number 5 Uniform Load : D = 0.1010, L = 0.1950 , Tributary Width =1.0 ft DESIGN SUMMARY ._ Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.433 1 2x1 0 454.69 psi 1,050.00 psi +D+L+H 5.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.009 in Ratio = 6792 0.000 in Ratio = 0 <360 0.014 in Ratio = 4423 -0.000 in Ratio = 135250 Maximum Forces & Stresses for Load Combinations Design OK 0.430: 1 2x10 75.33 psi 175.00 psi +D+L+H 4.286 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Summary of Moment Values Summary of Shear Values Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 5.0 ft Length = 5.0 ft Length = 4.20 ft Length = 3.90 ft 1 0.151 0.150 1.000 1.000 1.000 1.000 1.000 2 0.151 0.150 1.000 1.000 1.000 1.000 1.000 3 0.093 0.150 1.000 1.000 1.000 1.000 1.000 4 0.075 0.150 1.000 1.000 1.000 1.000 1.000 -0.28 -0.28 -0.17 -0.14 158.56 1,050.00 158.56 1,050.00 97.95 1,050.00 78.54 1,050.00 0.24 0.21 0.16 0.14 26.27 175.00 26.27 175.00 26.27 175.00 26.27 175.00 Page 7 Printed: 19 AUG 2015,1124AM Wood Beam t_ic # Description : Load Combination Segment Length Span # M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 3.40 ft 5 0.075 0.150 1.000 1.000 1.000 1.000 1.000 -0.14 78.54 1,050.00 0.14 26.27 175.00 +D+L+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.433 0.430 1.000 1.000 1.000 1.000 1.000 -0.81 454.69 1,050.00 0.70 75.33 175.00 Length = 5.0 ft 2 0.433 0.430 1.000 1.000 1.000 1.000 1.000 -0.81 454.69 1,050.00 0.60 75.33 175.00 Length = 4.20 ft 3 0.267 0.430 1.000 1.000 1.000 1.000 1.000 -0.50 280.86 1,050.00 0.45 75.33 175.00 Length = 3.90 ft 4 0.214 0.430 1.000 1.000 1.000 1.000 1.000 -0.40 225.22 1,050.00 0.40 75.33 175.00 Length = 3.40 ft 5 0.214 0.430 1.000 1.000 1.000 1.000 1.000 -0.40 225.22 1,050.00 0.40 75.33 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length = 5.0 ft 1 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.58 63.06 175.00 Length = 5.0 ft 2 0.363 0.360 1.000 1.000 1.000 1.000 1.000 -0.68 380.66 1,050.00 0.50 63.06 175.00 Length = 4.20 ft 3 0.224 0.360 1.000 1.000 1.000 1.000 1.000 -0.42 235.13 1,050.00 0.38 63.06 175.00 Length = 3.90 ft 4 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Length = 3.40 ft 5 0.180 0.360 1.000 1.000 1.000 1.000 1.000 -0.34 188.55 1,050.00 0.33 63.06 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. °-° Defl Location in Span Load Combination Max. "+° Dell Location in Span D+L 1 0.0136 2.245 0.0000 0.000 D+L 2 0.0042 2.755 D+L -0.0004 0.306 D+L 3 0.0025 2.229 D+L -0.0001 0.171 D+L 4 0.0016 1.990 D+L -0.0000 0.080 D+L 5 0.0026 1.943 0.0000 0.080 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 2x10 Girder at perimeter Max Stress Ratios File: 2:Projects\OP11MUS-PROJECTS\Scott Weinkle11269 NE 94 Street\Calcs\1269 ne 94 stec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Licensee :! Summary of Moment Values Summary of Shear Values Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 0.586 1.721 1.342 1.183 1.214 0.391 D Only 0.205 0.600 0.468 0.413 0.423 0.136 L Only 0.382 1.121 0.874 0.771 0.791 0.255 D+L 0.586 1.721 1.342 1.183 1.214 0.391 Page 8 WOOD STAIR: INT. BEAMS: 2X10 So. PINE No. 2 Btrib= 1.9 ft Wd= 58 plf WI= 113 plf span= 1.8 ft Rd= 52 Ib RI= 101 Ib GIRDER BEAMS: 2X10 So. PINE No. 2 Btrib= 1.8 ft Wd= 56 pif WI= 108 plf span= 3.8 ft Rd= 106 Ib RI= 205 Ib STRINGERS: 2X14 So. PINE No. 2 Btrib= 3.8 ft Wd= 118 pif WI= 228 plf span= 3.4 ft Rd= 200 Ib RI= 388 Ib Page 9 (800) 423-6587 (562) 699-0543 ( www icces orrg DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ��� ICC PMG c e PM. LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" uo =11111111n=®1r INTERNATIONAL A Subsidiary of CoDECOUNCtC ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 10 MO= OVIIRCATE(01 .m® ICC EVALUATION .SERVICE : Widely Accepted and Trus ICC -ES Evaluation Report ESR -2549 Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRO TII WOOD FRAMING 1.0 EVAL - COPE mpliance with the following codes: • 2012, 2009 and 2006 International B •ng • 2012, 2009 and 2006 International Resi (IRC) Ot _ T ANGERS ro ® (IBC) al Code® Structural 2.0 USES The Simpson Strong -Tie® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1i • LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU and HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Pay gage 1 of 14 ESR -2549 Most Widely Accepted and Trusted 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable Toads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 1/2 inch (12.7 mm), as shown in Tables 10A and 10C, and 1/8 inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 10B, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/2 inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 100 and Figures 10A and 100 for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch. (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized Page 2 of 14 steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, F,,, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 2'/2 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. Page 12 ESR -2549 Most Widely Accepted and Trusted 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable loads in this report must be adjusted by the temperature factor, C1, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, the most restrictive govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the Page 3 of 14 manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive govems. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or an adhesive label, indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3,4'5 (lbs) W H B Headers Joist Uplifts Download CD =1.6 CD = 1.0 CD= 1.15 CD=1.25 10d 16d 10d 16d 10d 16d LU24 18/16 31/8 11/2 4 2-10d x 11/2 265 465 555 530 635 575 690 LU26 18/16 43/4 11/2 6 4-10d x 11/2 565 695 835 800 955 865 1,030 LU28 18/16 63/8 1'/2 8 6-10d x 11/2 850 930 1,110 1,065 1,270 1,150 1,375 LU210 18/16 713/16 11/2 10 6-10d x 11/2 850 1,160 1,390 1,330 1,590 1,490 1,720 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU 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 its vertical position is 0.125 inch (3.2 mm). The height, H, of the foist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. °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. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails 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 load durations govem. Page 13 ESR -2549 Most Widely Accepted and Trusted Page 4of14 TABLE 2 -ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADSa.a,e (lbs) Uplift 8 Download W H B Headers Joist CD = 1.6 CD = 1.0 CD = 1.15 CD = 1.25 10d 16d 10d 16d 10d 16d U24 19/18 31/8 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U26 19/18 43/4 2 6 4-10d x 11/2 585 730 865 830 980 890 1,055 U210 19/18 713/18 2 10 6-10d x 11/2 1,110 1,220 1,440 1,380 1,630 1,480 1,685 U214 19/18 10 2 12 8-10d x 11/2 1,115 1,465 1,730 1,655 1,955 1775 2,110 U34 29/18 33/8 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U36 29/18 53/8 2 8 4-10d x 11/2 585 975 1,150 1,105 1,305 1,185 1,410 U310 29/18 87/8 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U314 29/18 101/2 2 16 6-10d x 11/2 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U24-2 31/8 3 2 4 2-10d 265 490 575 550 650 590 705 U26-2 31/8 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U210-2 31/8 81/2 2 14 6-10d 1,110 1,750 2,015 1,930 2,280 2,070 2,465 U44 39/18 27/8 2 4 2-10d 265 490 575 550 650 590 705 U46 39/18 47/8 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U410 39/18 83/8 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U414 39/18 10 2 16 6-10d 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U26-3 45/8 41/4 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U66 51/2 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U610 51/2 81/2 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 45/8 73/4 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U24R 21/18 38/8 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U26R 21/18 55/8 2 8 4-10d x 11/2 585 975 1,150 1,105 1,305 1,185 1,410 U210R 21/18 91/8 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U44R 41/18 25/8 2 4 2-16d 265 490 575 550 650 590 705 U46R 41/18 45/8 2 8 4-16d 585 975 1,150 1,105 1,305 1,185 1,410 U410R 41/18 81/8 2 14 6-16d 1,115 1,710 2,015 1,930 2,280 2,070 2,465 U66R 6 5 2 8 4-16d 585 975 1,150 1,105 1,305 1,185 1,410 U610R 6 81/2 2 14 6-16d 1,115 1,710 2,015 1,930 2,280 2,070 2,465 For SI: 1 inch = 25.4 mm, 1 ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. aU 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. &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. &Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift Toads must be reduced when other load durations govem. rN 112 4t a FIGURE 1 -LU SERIES HANGER (See Table 1 -Page 3) FIGURE 2-11 SERIES HANGER (See Table 2 -above) Page 14 ESR -2549 Most Widely Accepted and Trusted TABLE 3 -ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS Page 5 of 14 MODEL NO. HANGER DIMENSIONS' (inches) FASTENERS2 (QuantityType) ALLOWABLE LOADS (Ibs)3'4'5 W H B Header Joist Uplift6 Download CD=1.6 CD=1.0 CD=1.15 CD=1.25 HU26 19/16 31/16 21/4 4-16d 2-10d x 11/2 335 595 670 725 HU28 19/16 51/4 21/4 6-16d 4-10d x 11/2 605 895 1,010 1,085 HU210 19/16 71/6 21/4 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU212 19/16 9 21/4 10-16d 6-10d x 11/2 1,135 1,490 1,680 1,810 HU214 19/16 101/8 21/4 12-16d 6-10d x 11/2 1,135 1,790 2,015 2,170 HU216 19/16 1275/16 21/4 18-16d 8-10d x11/2 1,510 2,680 3,025 3,260 HU34 29/16 33/8 21/2 4-16d 2-10d x 11/2 380 595 670 725 HU36 29/16 53/8 21/2 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU38 29/16 71/8 21/2 10-16d 4-10d x 11/2 605 1,490 1,680 1,810 HU310 29/16 e/8 21/2 14-16d 6-10d x 11/2 905 2,085 2,350 2,535 HU312 29/16 106/8 21/2 16-16d 6-10d x11/2 905 2,385 2,690 2,895 HU314 29/16 123/8 21/2 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU316 29/16 141/8 21/2 20-16d 8-10d x 11/2 1,510 2,980 3,360 3,620 HU44 39/16 27/8 21/2 4-16d 2-10d 380 595 670 725 HU46 39/16 53/16 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU48 39/16 613/16 21/2 10-16d 4-10d 755 1,490 1,680 1,810 HU410 39/16 85/8 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU412 39/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU414 39/16 125/6 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU416 39/16 136/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU66 51/2 43/16 21/2 8-16d 4-16d 900 1,190 1,345 1,450 HU68 51/2 513/16 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU610 51/2 75/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU612 51/2 93/6 21/2 16-16d 6-16d 1,350 2,385 2,690 2,895 HU614 51/2 115/6 21/2 18-16d 8-16d 1,800 2,680 3,025 3,260 HU616 51/2 1211/16 21/2 20-16d 8-16d 1,800 2,980 3,360 3,620 HU24-2 31/8 31/16 21/2 4-16d 2-10d 380 595 670 725 HU26-2 31/8 53/8 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU28-2 31/8 7 21/2 10-16d 4-10d 755 1,490 1,680 1,810 HU210-2 31/8 873/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU212-2 31/8 109/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU214-2 31/8 1213/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU216-2 31/8 137/6 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU310-2 51/8 8'/6 21/2 • 14-16d 6-10d 1,135 2,085 2,350 2,535 HU312-2 51/8 105/e 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU314-2 51/8 125/6 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU26-3 411/16 51/2 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU210-3 471/16 89/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU212-3 411/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU214-3 411/16 121/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU216-3 411/16 137/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU210-4 61/8 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU88 71/2 65/6 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU810 71/2 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU812 71/2 101/8 21/2 16-16d 6-16d 1,350 2,385 2,690 2,895 HU814 71/2 117/8 21/2 18-16d 8-16d 1,800 2,680 3,025 3,260 HU816 71/2 135/6 21/2 20-16d 8-16d 1,800 2,680 3,360 3,620 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges tumed in (concealed) and are identified with the model designation HUC#. See Figure 3b (previous page). 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable upl' grins Aist be reduced when other Toad durations govem. ESR -2549 Most Widely Accepted and Trusted TABLE 4 -ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS Page 6 of 14 MODEL NO.UpIIft6 DIMENSIONS' (inches) COMMON NAILS (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joists Download CD=1.6 Co=1.0 Cp=1.15 CD=1.25 LUS24 19/16 31/6 13/4 4-10d 2-10d 490 670 765 830 LUS26 19/16 43/4 13/4 4-10d 4-10d 1,165 870 J 990 1,075 LUS28 19/16 65/6 13/4 6-10d 4-10d 1,165 1,105 1,260 1,365 LUS210 19/16 713/16 13/4 8-10d 4-10d 1,165 1,345 1,530 1,660 LUS24-2 3'/8 31/8 2 4-16d 2-16d 440 800 910 985 LUS26-2 3'/8 415/16 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-2 31/8 7 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210-2 31/8 875/16 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS214-2 31/8 1015/16 2 10-16d 6-16d 1,745 2,110 2,405 2,605 LUS26-3 45/8 41/8 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-3 45/6 61/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210-3 45/8 873/18 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS36 29/16 51/4 2 4-16d 4-16d 1.165 1.030 1.180 1.280 LUS44 39/18 3 2 4-16d 2-16d 440 800 910 985 LUS46 39/16 43/4 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS48 39/16 63/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS410 39/18 83/4 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS414 39/18 103/4 2 10-16d 6-16d 1,745 2,110 2,405 2,605 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LUS 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift Toads must be reduced when other load durations govem. FIGURE 3a -HU SERIES HANGER (See Table 3 -Page 5) FIGURE 3b-HUC SERIES HANGER (See Table 3, Footnote 3 -Page 5) 11/16" Max. FIGURE 4-LUS SERIES HANGER (See Table 4 above) Page 16 ESR -2549 Most Widely Accepted and Trusted TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS Page 7 of 14 MODEL NO.Uplift6 DIMENSIONS' (Inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joists Uplift6 Download Co=1.6 CD=1.0 CD=1.15 CD =1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,300 1,485 1,615 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,735 1,985 2,150 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4MUS 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6 -HUS SERIES HANGER (see Table 6) TABLE 6 -ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3,4,7 (lbs) W H B Header Joists Uplift6 Download Co=1.6 CD= 1.0 CD =1.15 CD=1.25 HUS26 15/6 53/6 3 14-16d 6-16d 1,500 2,720 3,090 3,335 HUS28 15/6 71/16 3 22-16d 8-16d 2,000 3,770 3,895 3,980 HUS210 15/6 91/16 3 30-16d 10-16d 3,000 4,010 4,165 4,275 HUS46 39/16 45/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS48 39/16 615/16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS410 39/16 815/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS412 39/16 103/4 2 10-16d 10-16d 3,635 2,610 2,975 3,220 HUS26-2 31/8 53/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS28-2 31/6 73/16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS210-2 31/8 93/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS212-2 31/6 11 2 10-16d 10-16d 3,635 2,610 2,975 3,220 For SI: 1 inch = 25.4 mm 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 4HUS 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 7HUS series hangers with widths (W) equal to or greater than 39/16 inches (90 mm) are available with header flanges tumed in (concealed) and are identified with the model designation HUSC#. Page 17 ESR -2549 Most Widely Accepted and Trusted TABLE 7 -ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS Page 8 of 14 MODEL NO. DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joists Uplifts Download CD= 1.6 CD= 1.0 CD= 1.15 CD=1.25 HHUS26-2 35/16 5'/16 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS28-2 35/16 71/2 3 22-16d 8-16d 2,000 4,215 4,770 5,150 HHUS210-2 35/16 91/8 3 30-16d 10-16d 3,745 5,640 6,385 6,890 HHUS46 35/6 51/4 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS48 35/8 71/8 3 22-16d 8-16d 2,000 4,215 4,770 5,150 HHUS410 35/8 9 3 30-16d 10-16d 3,745 5,640 6,385 6,890 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6Allowable uplift Toads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. h-2" , FIGURE 7-HHUS SERIES HANGER (see Table 7) FIGURE 8-SUR/L SERIES HANGER (see Table 8) TABLE 8 -ALLOWABLE LOADS FOR THE SUR/L AND SUR/LC SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3'4'6 (lbs) W H B Al A2 Header Joist Uplifts Download CD=1.6 CD=1.0 CD=1.15 CD=1.25 SUR/L24 19/16 31/16 2 11/8 11/4 4-16d 4-10d x 11/2 450 575 650 705 SUR/L26 19/16 5 2 11/8 11/4 6-16d 6-10d x 11/2 735 865 980 1,055 SUR/L26-2 31/8 415/16 25/8 11/2 23/8 8-16d 4-16d x1 1/2 815 1,150 1,305 1,400 SUR/L210 19/16 83/16 2 11/8 11/4 10-16d 10-10d x 11/2 1,250 1,440 1,630 1,760 SUR/L214 19/15 10 2 11/8 11/4 12-16d 12-10d x 11/2 2,165 1,730 1,955 2,110 SUR/L210-2 31/8 811/18 26/8 11/2 23/8 14-16d 6-16d x 21/2 1,300 2,015 2,280 2,465 SUR/L2.56/9 29/16 813/16 33/16 11/8 21/8 14-16d 2-10d x 11/2 225 2,015 2,280 2,465 SUR/L2.56/11 29/16 113/16 33/16 11/8 21/8 16-16d 2-10d x 11/2 225 2,305 2,610 2,665 SUR/L414 39/18 121/2 25/8 1 23/8 18-16d 8-16d x 21/2 1,770 2,500 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4SUR/L 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. 6The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are specified with the model designation SUR/LC. Page 18 ESR -2549 Most Widely Accepted and Trusted TABLE 9—ALLOWABLE LOADS FOR THE HSUR/L AND HSUR/LC SERIES JOIST HANGERS Page 9 of 14 MODEL NO. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3.4.6 (lbs) W H B Al A2 Header Joist Uplift$ Download CD= 1.6 CD= 1.0 CD=1.15 CD=1.25 HSUR/L26-2 31/8 415/16 27/16 11/4 23/16 12-16d 4-16dx21/2 815 1,790 2,000 2,000 HSUR/L210-2 31/6 811/16 27/16 1% 23/16 20-16d 6-16dx21/2 1,300 2,980 3,360 3,620 HSUR/L214-2 31/8 1211/16 27/16 1'/4 23/16 26-16d 8-16dx21/2 1,800 3,875 4,370 4,705 HSUR/L46 39/16 43/4 27/16 1 23/16 12-16d 4-16d 815 1,790 2,000 2,000 HSUR/L410 39/16 81/2 27/16 1 23/16 20-16d 6-16d 1,300 2,980 3,360 3,620 HSUR/L414 39/16 121/2 27/16 1 23/16 26-16d 8-16d 1,800 3,875 4,370 4,705 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HSUR/L 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 6The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are specified with the model designation HSUR/LC. FIGURE 9—HSUR/L SERIES HANGER Page 19 ESR -2549 Most Widely Accepted and Trusted Page 10 of 14 TABLE 10A -DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS3 (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS 5'6'' (lbs) W H B Into Supporting Member Into Supported Member Uplifts Download Co=1.6 Co=0.9 Co=1.0 Co=1.15 Co=1.25 Cu=1.6 Single 2X Sizes HTU26 (1/2" Gap - Min Nail)' 15/6 57/16 31/2 20-16d 11-10dx11/2 670 2,660 2,735 2,735 2,735 2,735 15/6 57/16 31/2 20-16d 14-10dx11/2 1,175 2,660 2,940 3,100 3,100 3,100 HTU26 (1/2" Gap - Max Nail)2 15/6 57/16 31/2 20-16d 20-10dx11/2 1,215 2,660 2,940 3,340 3,600 3,760 HTU28 (1/2" Gap - Min Nail)1 15/6 71/16 31/2 26-16d 14-10dx11/2 1,125 3,460 3,770 3,770 3,770 3,770 HTU28 (1/2" Gap - Max Nail)2 15/6 71/16 31/2 26-16d 26-10dx11/2 1,920 3,460 3,820 4,340 4,680 5,015 HTU210 (1/2" Gap - Min Nail)" 15/6 91/16 31/2 32-16d 14-10dx11/2 1250 3,600 3,600 3,600 3,600 3,600 HTU210 (1/2" Gap - Max Nail)2 15/6 91/16 31/2 32-16d 32-10dx11/2 3255 4,255 4,705 5,020 5,020 5,020 Double 2X Sizes HTU26-2 (1/2" Gap- Min Nail)1 35/16 57/16 31/2 20-16d 14-10d 1,515 2,660 2,940 3,340 3,500 3,500 HTU26-2 (1/2" Gap - Max Nail)2 35/16 57/16 31/2 20-16d 20-10d 1„910 2,660 2,940 3,340 3,500 3,500 HTU28-2 (1/2" Gap - Min Nail)1 35/16 71/16 31/2 26-16d 14-10d 1490 3,460 3,820 3,980 3,980 3,980 HTU28-2 (1/2" Gap - Max Nail)2 35/16 71/16 31/2 26-16d 26-10d 3,035 3,460 3,820 4,340 4,680 5,555 HTU210-2 (1/2" Gap - Min Nail)1 35/16 91/16 31/2 32-16d 14-10d 1,755 4,255 4,255 4,255 4,255 4,255 HTU210-2 (1/2" Gap - Max Nail)2 35/16 91/16 31/2 32-16d 32-10d 3,855 4,255 4,705 5,345 5,760 6,470 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '(1/2" Gap - Min Nall)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B on page 13 for a typical installation detail. 2The suffix '(1/2" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/6 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on page 13. 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 4Allowable loads correspond to installations where the maximum possible number of nails is driven into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, Go, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govem. Page 20 ESR -2549 Most Widely Accepted and Trusted Page 11 of 14 TABLE 10B -DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (118 Inch Maximum Gap between Supporting Member and Supported Member - Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS3 (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS 6'6'7 (lbs) W H B Into Supporting Member Into Supported Member Uplift8 Download CD=1.6 Co=0.9 CD=1.0 CD=1.15 CD=1.25 CD=1.6 Single 2X Sizes HTU26 (1/s" Gap - Min Nail)1 15/8 57/16 31/2 20-16d 11-10dx11/2 730 2,660 2,940 3,045 3,045 3,045 15/8 57/16 31/2 20-16d 14-10dx11/2 1,250 2,660 2,940 3,200 3,200 3,200 HTU26 (1/8" Gap - Max.Nail)2 16/8 57/16 31/2 20-16d 20-10dx1112 1,555 2,660 2,940 3,340 3,600 4,010 HTU28 (1/8" Gap - Min Nail)1 16/8 71/16 31/2 26-16d 14-10dx11/2 1,235 3,460 3,820 3,895 3,895 3,895 HTU28 (1/8" Gap - Max Nail)2 16/8 71/16 31/2 26-16d 26-10dx11/2 2,140 3,460 3,820 4,340 4,680 5,435 HTU210 (1/8" Gap- Min Nail)1 15/8 91/16 31/2 32-16d 14-10dx11/2 1,330 4,255 4,355 4,355 4,355 4,355 HTU210 (1/8" Gap - Max Nail)2 16/8 91/16 31/2 32-16d 32-10dx11/2 3,315 4,255 4,705 5,345 5,760 5,995 Double 2X Sizes HTU26-2 (1/8" Gap - Min Hee1)1 36/16 57/16 31/2 20-16d 14-10d 1,515 2,660 2,940 3,340 3,600 3,910 HTU26-2 (1/8" Gap - Max Nail)2 36/16 57/1s 31/2 20-16d 20-10d 2,175 2,660 2,940 3,340 3,600 4,485 HTU28-2 (1/s" Gap - Min Nail)1 35/16 71/16 31/2 26-16d 14-10d 1,530 3,460 3,820 4,310 4,310 4,310 HTU28-2 (1/8" Gap - Max Nail)2 36/16 71/16 31/2 26-16d 26-10d 3,485 3,460 3,820 4,340 4,680 5,850 HTU210-2 (1/8" Gap - Min Nail)1 35/16 91/16 31/2 32-16d 14-10d 1,755 4,255 4,705 4,815 4,815 4,815 HTU210-2 (1/8" Gap - Max Nall)2 35/16 91/16 31/2 32-16d 32-10d 4,110 4,255 4,705 5,345 5,760 7,200 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '(1/8" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/6 inch (3.2 mm) or less, and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B for a typical installation detail. 2The suffix '(1I8" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on page 13. 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 'Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. &Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 7HTU 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. &Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govem. Page 21 ESR -2549 Most Widely Accepted and Trusted Page 12 of 14 TABLE 10C—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS –ALTERNATE INSTALLATION (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Minimum Number of Nails into Supporting Member) MONoDEL DIMENSIONS 3 (Inches) FASTENERS 4 (Quantity -Type) ALLOWABLE LOADS 5'5'7 (lbs) W H B Into Supporting Member Into Supported Member Uplifts Download CD=1.6 CD=0.9 CD=1.0 CD=1.15 CD=1.25 CD=1.6 HTU26 ('/2" Gap – Min Nail)' 15/8 57/15 31/2 10-16d 14-10dx1'/2 925 1,330 1,470 1,670 1,800 2,040 HTU26 (1/2" Gap – Max Nail)2 15/8 57/18 31/2 10-16d 20-10dx11/2 1,310 1,330 1,470 1,670 1,800 2,250 HTU28 (1/2" Gap – Max Nail)2 15/8 71/16 31/2 20-16d 26-10dx11/2 1,920 2,660 2,940 3,340 3,600 3,905 HTU210 ('/2" Gap – Max Nail)2 15/8 91/15 31/2 20-16d 32-10dx11/2 2,880 2,660 2,940 3,340 3,600 3,905 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. The suffix `('/2" Gap – Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10C for an altemate installation detail. 2The suffix '('/2" Gap – Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch (3.2 mm) and less than or equal to 1/2 Inch (12.7 mm), and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10C. 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 4Allowable loads correspond to installations where the minimum allowable number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. &Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. &Tabulated loads must be selected based on the applicable Toad duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 7HTU 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no "Allowable than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. FIGURE 10A—HTU SERIES HANGER FIGURE 10B—TYPICAL HTU INSTALLATION FIGURE 10C—ALTERNATE HTU INSTALLATION Page 22 ESR -2549 Most Widely Accepted and Trusted Page 13 of 14 TABLE 11—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS MODEL No. DIMENSIONS (inches) FASTENERS 1 (Quantity -Type) ALLOWABLE LOADS 2,3,4,5 (lbs) W H Into Supporting Member Into Supported Member Uplift6 Download CD=1.60 CD =0.9 CD =1.0 CD =1.15 CD =1.25 CD =1.60 LUC26Z 19/16 43/4 6 - 10dx11/2 4 -10d x 1112 730 640 710 810 875 1,100 6 - 10d 730 640 710 810 875 1,100 6 -16d 730 760 845 965 1,040 1,315 LUC210Z 19/16 73/4 10 -10d x11/2 6 - 10d x 11/2 1,100 1,065 1,185 1,345 1,455 1,830 10 - 10d 1,100 1,065 1,185 1,345 1,455 1,830 10-16d 1,100 1,270 1,410 1,605 1,735 2,190 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable Toads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable Toads are for installations in wood members complying with Section 3.2.2 of this report. 3Tabulated Toads must be selected based on the applicable Toad duration factor, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 4The maximum allowable gap between the joist end and the supporting member is 1/8 inch (3.2 mm). 5LUCZ 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 its vertical position is 0.125 inch (3.2 mm), for nominal 2x6 6joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC210Z. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift Toads must be reduced proportionally when other load durations govem. FIGURE 11—LUCZ SERIES HANGER AND INSTALLATION DETAIL Page 23 ESR -2549 Most Widely Accepted and Trusted TABLE 12 -ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS6 Page 14 of 14 Model o DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3 Uplifts Download W H B Header JoIst4 CD = 1.6 CD = 1.0 Co = 1.15 CD = 1.25 HGUS26-2 37/16 57/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-2 37/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 37/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS46 35/6 51/4 4 20-16d 8-16d 2,155 4,355 4,875 5,230 . HGUS48 35/6 7 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS410 36/e 9 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 35/e 107/16 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS414 36/e 12/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-3 415/16 52/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-3 415/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-3 415/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-3 415/16 103/4 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-3 416/16 123/4 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-4 69/16 57/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-4 69/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-4 69/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-4 69/16 109/16 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-4 69/16 129/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 4Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve tabulated loads. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift Toads must be reduced when other Toad durations govem. 6HGUS series hangers provide torsional resistance, which is defined as the 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" (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. FIGURE 12-HGUS SERIES JOIST HANGER Page 24 ICCeEVALUATION SERVICE :... Most Widely Accepted and Trusted 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 International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (925) 560-9000 www.stronatie.com EVALUATION SUBJECT: SIMPS • STRONG -TIE EMBEDDED CONCRETE 7.0 EVALUATION SCOPE Compliance with the following codes: (:, • 2012, 2009 and 2006 International Building Code® (I: C) • 2012, 2009 and 2006 international Residential C ide® (IRC) roperty evaluated: StructacaL 2.0 USES Simpson Strong -Tie embedded column bases in concrete are used to connect vertical wood post members to concrete foundations (normal -weight concrete) to resist uplift and download forces. The column bases may be used in buildings resisting wind and seismic forces, assigned to Seismic Design Categories (SDC's) A through F in accordance with IBC Sections 1604.8.1 and 1604.9. The embedded column bases in concrete meet the intent of cast -in-place anchors described in 2012 IBC Sections 1908 and 1909, or 2009 and 2006 IBC Sections 1911 and 1912, for resisting tension forces, when the embedded column bases in concrete are used to connect wood post construction members to concrete foundations or foundation walls, as applicable. For structures regulated under the IRC, the embedded column bases in concrete may be used where an engineered design is submitted in accordance with Section R301.1.3, and may be used where approved by the building official in accordance with Section R104.11. 3.0 DESCRIPTION 3.1 General: 3.1.1 CBSQ-SDS2 Series Embedded Column Bases: The CBSQ-SDS2 series embedded column bases consist of two pieces of cold -formed, galvanized sheet steel: one 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. The stand-off base is manufactured from No. 12 gage steel. The strap portion is No. 10 gage steel for the CBSQ44, 46 and 66, and No. 7 gage steel for the CBSQ86 and 88. The stand-off base is attached to the U-shaped strap just above the marked embedded height. The portion of the U-shaped strap that is below the base has a varying embedment depth depending on the CBSQ type, and the portion that is above the base has round holes that are used to accept SDS screws in order to fasten to the wood post. Table 1 lists model numbers, dimensions, SDS screw size and quantities, and allowable loads. Figure 2 shows the embedded column base and the typical installation with minimum concrete cover dimensions. 3.1.2 EPB Series Embedded Column Bases: The EPB44A embedded column base consists of a single piece of cold -formed, No. 14 gage galvanized sheet steel. The embedded portion of the column base consists of a headed type section that allows for engagement into the concrete to an embedment depth of 6 inches (152 mm), and the portion above the embedment line provides for a standoff clearance above the concrete, then two vertical straps used to engage with the wood post. The EPB44, 46 and 66 consist of a single U-shaped, No 12 gage, hot rolled, gray paint–coated sheet steel base and strap, along with an attached 11/16 -inch -diameter -by -8 -inch -long (26.9 mm by 203 mm) or 12 -inch long (305 mm) steel pipe for concrete embedment. Table 2 lists model numbers, dimensions, fastener size and quantities, and allowable loads. Figure 2 shows the embedded column bases and the typical installation with minimum concrete cover dimensions. 3.1.3 PB Series Embedded Column Bases: The PB series embedded column bases consist of a single piece of cold -formed, No. 12 gage galvanized sheet steel that has two bent fork–shaped prongs that embed down into the concrete at one end to a dimension of 31/4 inches (82 mm), and two 5 -inch -tall vertical straps for attachment to the wood post at the other end. The two vertical straps can accept nails or machine bolts. Table 3 lists model numbers, dimensions, nail and bolt size and quantities, and allowable loads. Figure 3 shows the embedded ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anvf nding or other matter in this report, or as to any product covered by the report. Copyright © 2013 ESR -3050 ( Most Widely Accepted and Trusted column base and the typical installation with minimum concrete cover dimensions. 3.1.4 PBS Series Embedded Column Bases: The PBS series embedded column bases consist of two pieces of cold -formed, galvanized sheet steel: one piece of steel that is a bent bottom U-shaped strap, and a separate piece of steel that forms a 1 -inch (25.4 mm) stand-off base. The stand-off base is manufactured from No. 12 gage steel. The strap portion is No. 14 gage steel for the PBS44A and PBS46, and No. 12 gage steel for the PBS66. The stand- off base is attached to the U-shaped strap just above the marked embedded height. The portion of the U-shaped strap that is above the base has fastener holes that are used to accept either nails or machine bolts in order to fasten to the wood post. Table 4 lists model numbers, dimensions, nail and bolt size and quantities and allowable loads. Figure 4 shows the embedded column base and the typical installation with minimum concrete cover dimensions. 3.1.5 EPS Embedded Column Bases: The EPS4Z embedded column bases consist of a single piece of cold - formed, No. 14 gage G185 galvanized sheet steel that is U-shaped, with the lower portion of the shape embedded down into the concrete to a dimension of 111/16 inches (43 mm), and the two 7—inch-long vertical straps extended up for attachment to the wood post. The two vertical straps can accept nails. Table 5 lists the model number, dimensions, nail size and quantity and allowable loads. Figure 5 shows the embedded column base and the typical installation with minimum concrete cover dimensions. 3.1.6 CB/LCB Series Embedded Column Bases: The CB series embedded column bases consist of two pieces of hot rolled sheet steel and the LCB's consist of two pieces of G90 galvanized sheet steel. Each has one piece of steel that is a U-shaped strap, and a separate piece of steel that forms the base. The base and strap are both manufactured from No. 7 gage steel. The LCB base is manufactured from No. 16 gage steel and the straps are from No. 12 gage steel. The base of each is attached to the U-shaped strap just above the marked embedded height. The portion of the U-shaped strap that is below the base is designated for an embedment noted in Table 6, and the portion of the strap that is above the base has round holes that are used to accept either machine bolts or nails as also described in Table 6 in order to fasten to the wood post. Table 6 lists model numbers, dimensions, machine bolt information and allowable loads. Figure 6 shows the embedded column base and the typical installation with minimum concrete cover dimensions. 3.2 Materials: 3.2.1 Connector Steel: The steel used on the embedded column bases described in this report varies depending on the specific column base type. The CBSQ-SDS2, EPB44A, PB, PBS and LCB are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa), a tensile elongation greater than 14 percent and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). These post bases have a minimum G90 zinc coating designation in accordance with ASTM A653. The EPB44, 46 and 66, and the CBs, are manufactured from hot rolled steel complying with ASTM A1011, SS designation, 8 -inch (203 mm) Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 52,000 psi (358 MPa). These column bases have a minimum gray paint or G90 zinc coating designation in accordance with ASTM A653. The EPS4Z is manufactured from galvanized steel Page 2 of 10 complying with ASTM A653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa), a tensile elongation greater than 14 percent and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). These post bases have a minimum G185 zinc coating designation in accordance with ASTM A653. The lumber treater's recommendations or recommendations of Simpson Strong -Tie Company, Inc., regarding minimum corrosion resistance and connection capacities of connectors used with the specific proprietary preservative - treated or fire -retardant treated lumber, must be followed. The embedded column bases in concrete described in this report have the following minimum base -metal thicknesses: GAGE NO. BASE -METAL THICKNESS (in.) 7 0.1805 10 0.1342 12 0.1026 14 0.0721 For SI: 1 inch = 25.4 mm. 3.2.2 Wood: Wood members with which the embedded column bases in concrete are used must be either sawn dimensioned lumber or engineered lumber recognized in an ICC -ES evaluation report. The maximum moisture content is 19 percent for sawn dimensional lumber, and 16 percent for engineered lumber, except as noted in Section 4.1. The minimum specified specific gravity, or equivalent specific gravity for engineered lumber, is 0.50, such as for Douglas fir—larch. The ASD values noted in the tables are based on the use of No. 2 or better DF -L. 3.2.3 Fasteners: Nails for wood installation must comply with ASTM F1667, as referenced in Section 2303.6 of the IBC. The following table provides the minimum dimensions and bending yield strength (Fyb) for the fasteners used with the embedded column bases in concrete described in this report: FASTENER SHANK DIAMETER (inch) LENGTH (inches) Fyb (psi) 16d common 0.162 31/2 90,000 10d x 11/2 0.148 11/2 90,000 SDS25200 - - See3.2Section.4 1/2" Machine_ Bolt _ See Section 3.2.5 6/6" Machine_ Bolt _ See Section 3.2.5 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative -treated or fire -retardant -treated lumber must comply with IBC Section 2304.9.5, 2012 IRC or 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater's recommendations or recommendations of Simpson Strong -Tie Company, Inc., on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire -retardant treated lumber, must be followed. Page 26 ESR -3050 1 Most Widely Accepted and Trusted Page 3 of 10 3.2.4 SDS Wood Screws: Fasteners used with the column bases described in Table 1 must be Simpson Strong -Tie SDS wood screws recognized in ESR -2236. SDS screws used in contact with preservative -treated or fire -retardant -treated lumber must, as a minimum, comply with ESR -2236. The lumber treater or Simpson Strong -Tie should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. 3.2.5 Machine Bolts: As a minimum, machine bolts must be of ASTM A307 steel. 3.2.6 Concrete: Concrete must be normal -weight concrete complying with the provisions of IBC Chapter 19 or IRC Section R402.2, as applicable, and must have a minimum specified concrete compressive strength, fc of 2500 psi (17.2 MPa) at 28 days, or as required by 2012 or 2009 IBC Section 1905.1.1 or 2006 IBC Section 1904.3. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable Toads shown in the tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, CD, corresponding with the applicable Toads in accordance with the NDS, where applicable. The allowable tension loads are shown for installation conditions where minimum concrete cover dimensions are considered per the figures associated with the respective Toad tables. The allowable anchorage -to -concrete load values based on uncracked concrete are for use where analysis indicates no concrete cracking at service (unfactored) Toad levels. The allowable loads listed in Tables 1 — 6 apply to embedded column bases in concrete connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. If installation is in wood that has sustained exposure that exceeds these conditions, the allowable loads determined in accordance with this report must be adjusted by the temperature factor, C1, specified in the NDS. When the embedded column bases in concrete are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service 'is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. IBC Section 1613.1 contains an exception that permits detached one- and two-family dwellings assigned to Seismic Design Category (SDC) A, B or C to be exempt from the seismic design provisions of IBC Section 1613. When this is the case, as determined by the code official, the allowable wind (or SDC A and B) loads assigned to the column bases may be used. 4.2 Installation: The embedded column bases in concrete must be installed in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, the more restrictive govems. Column base locations must comply with this report and the plans and specifications approved by the code official. For buildings regulated under the IRC and conventional Tight -frame construction regulated under IBC Section 2308, the embedded column base in concrete may be used to attach vertical wood post members to normal -weight concrete foundations or foundation walls Predrilling of holes for fasteners installed in the vertical member is not required. Embedded column bases in concrete must be installed with the minimum embedment depth noted in Tables 1 — 6 and figures of this report. Any portion of the post base left exposed must be protected .against corrosion by providing weather protection complying with IBC Section 1403.2 or IRC Section R703. The tabulated allowable tension loads of the embedded column bases in concrete do not require the use of added steel rebar reinforcing. 4.3 Special Inspection: Special inspection must be conducted when required by 2012 IBC Section 1704.2 or 2009 or 2006 IBC Section 1704.1, whichever is applicable, unless exceptions apply. Special inspection requirements need not apply to structures, or portions thereof, that qualify for exception under 2012 IBC Sections 1704.2 and 1705.3, or 2009 and 2006 IBC Sections 1704.1 and 1704.4, as determined by the code official. Where special inspection is required, a statement of special inspection must be proposed in accordance with 2012 IBC Section 1704.3 or 2009 or 2006 IBC Section 1705. Additionally, special inspection must be conducted when the embedded column bases in concrete are components within the main wind -force -resisting system of a structure constructed in areas listed in 2012 IBC Section 1705.10, or 2009 IBC Section 1706.1, or 2006 IBC Section 1705.4, whichever is applicable. Special inspection requirements do not apply to structures, or potions thereof, that qualify for exceptions noted under the first paragraph in this section or in 2012 IBC Section 1705.10.1 or 1705.10.2, or 2009 IBC Section 1706.2 or 1706.3, whichever is applicable. Additionally, special inspection must be conducted when the embedded column bases in concrete are components within the seismic -force -resisting system of a structure constructed in Seismic Design Category C, D, E or F in accordance with 2012 IBC Section 1705.11, or 2009 IBC Section 1707, or 2006 IBC Section 1705.3, whichever is applicable. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exceptions noted under the first paragraph in this section, or in 2012 IBC Section 1705.11.2 or 1705.11.3, or 2009 or 2006 IBC Section 1707.3 or 1707.4, whichever is applicable. For installations under the IRC, special inspection is not normally required. However, for an engineered design where calculations are required to be signed by a registered design professional, special inspection requirements and exemptions, as stated above, are applicable for installations under the IRC. 5.0 CONDITIONS OF USE The Simpson Strong -Tie embedded column bases in concrete described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The embedded column bases in concrete must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the manufacturers published installation instructions, the more restrictive governs. 5.2 Calculations and details showing compliance with this report must be submitted to the codePogisia17 The ESR -3050 1 Most Widely Accepted and Trusted I. calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply with Sections 3.2.2, 3.2.3 and 3.2.4 of this report. 5.5 Use of connectors with preservative- or fire -retardant - treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative- or fire -retardant -treated lumber must be in accordance with Section 3.2.3 or 3.2.4 of this report. 5.6 Embedded column bases in concrete may be installed in cracked or uncracked concrete. Cracking occurs in regions of concrete where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. 5.7 Special Inspection must be provided in accordance with Section 4.3 of this report. 5.8 Embedded column bases in concrete are limited to resisting tension Toads resulting from wind or Page 4 of 10 earthquake Toads only. Use of the column bases to resist overturning Toads due to Toads imposed perpendicular to the column, are beyond the scope of this report. 5.9 Concrete protection for the steel column bases, as a minimum, must be as noted in 2012 IBC Section 1808.8.2 and Table 1808.8.2, unless noted otherwise in this report. 5.10 Calculations and details must be furnished verifying the concrete foundations' ability to resist the superimposed Toads. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Cast -in-place Cold -formed Steel Connectors in Concrete for Light -frame Construction (AC398), dated October 2008 (editorially revised January 2012). 7.0 IDENTIFICATION The Simpson Strong -Tie embedded column bases in concrete described in this report are identified with a die -stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. Page 28 ESR -3050 ( Most Widely Accepted and Trusted Page 5 of 10 TABLE 1—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR CBSQ COLUMN BASES – 2500 psi CONCRETE1'2'3'a56'7 Wind and SDC A & B - Allowable Loads (bs.) Model No. Nominal Column Size Material Dimensions Simpson Strong -Tie SDS Screws Non Cracked Cracked Download Base (Ga) Strap (Ga x Width)W1 W1 D H Uplift Uplift CBSQ44-SDS2 4x4 12 10 ga x 2 1/4 39/18 31/2 71/8 83/8 11//4- SDS 5390 4845 10975 CBSQ46-SDS2 4x6 12 10a x 3 g 39/16 58/16 713/16 811/16 - 141/4"SDS 5390 4845 14420x2" CBSQ66-SDS2 6x6 12 10 ga x 3 51/2 51/2 6'/8 83/4 14 1/4"" 4555 4555 3190 14420 CBSQ86-SDS2 6x8 12 7 ga x 3 71/2 53/8 61/8 811/16 12-1/4"SDx2S 3975 2780 20915 CBSQ88-SDS2 8x8 12 7a x 3 9 71/2 73/8 61/8 811/16 SDS 1/412-"x2" 3975 2780 22225 SDC C -F - Allowable Loads (lbs.) Model No. Nominal Column Size Material Dimensions Simpson Strong -Tie SDS Screws Non Cracked Cracked Download Base (Ga) Strap (Ga x Width) W 1 W1 D H Uplift Uplift CBSQ44-SDS2 4x4 12 10 ga x 2 1/4 39/16 31/2 71/8 83/8 144S�DS 5390 4070 10975 CBSQ46-SDS2 4x6 12 10 ga x 3 39/16 58/16 713/18 811/18 14- SDS 1/4"x2" 5390 4070 14420 CBSQ66-SDS2 6x6 12 10 ga x 3 51/2 51/2 6'/8 83/4 14/4 S 3830 2680 14420 CBSQ86-SDS2 6x8 12 7a x 3 g 71/2 53/8 61/8 811/16 SS 12- 1/4"x2D" 3340 2335 20915 CBSQ88-SDS2 8x8 12 7 ga x 3 71/2 73/8 61/8 811/16 12-1/4"x2SDS" 3340 2335 22225 For SI: 1 in = 25.4 mm, 1 Ib = 4.45 N, 1 psi = 6.895 kPa. 'See Figure 1 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. "Minimum side cover required is 3". See Figure 1 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore altemative means to provided lateral resistance must be provided. 6Download must be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report. 'See Section 3.2.2 for wood post requirements. CBSQ-SDS2 (Minimum Embedment Depth) FIGURE 1 3° Min. Sidecover 3° Min. Sidecover Typical CBSQ-SDS2 Installation Page 29 ESR -3050 1 Most Widely Accepted and Trusted Page 6 of 10 TABLE 2—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR EPB COLUMN BASES – 2500 psi CONCRETE Wind and SDC A & B - Allowable Loads (Ibs.)1'2'3'4'8'6,7'8 Model No. W L H Nails Non Cracked Cracked Download Uplift Uplift EPB44A 38/16 3 23/8 8- 16d 1120 785 2670 EPB44 38/16 31/4 26/16 8- 16d 1035 725 3465 EPB46 51/2 36/16 3 12- 16d 1035 725 3465 EPB66 51/2 51/2 3 12- 16d 1035 725 3465 SDC C -F - Allowable Loads ( bs.) Model No. W L H Nails Non Cracked Cracked Download Uplift Uplift EPB44A 38/16 3 23/8 8- 16d 940 660 2670 EPB44 38/16 31/4 26/16 8- 16d 870 605 3465 EPB46 51/2 36/16 3 12- 16d 870 605 3465 EPB66 51/2 51/2 3 12- 16d 870 605 3465 For SI: 1 in = 25.4 mm, 1 Ib = 4.45 N, 1 psi = 6.895 kPa. 1See Figure 2 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. "Minimum side cover required is 4" from EPB center line. See Figure 2 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. 6Download shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report NAILS: 16d = 0.162" dia. X 31/2" long. 6See Section 3.2.2 for wood post requirements. FIGURE 2 Typical EPB44A Installation Page 30 ESR -3050 1 Most Widely Accepted and Trusted Page 7 of 10 TABLE 3—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR PB COLUMN BASES –2500 psi CONCRETE1'2'3A9'6a.e Wind and SDC A & B - Allowable Loads (lbs.) Model No. Dimensions Fasteners Non Cracked Cracked W L Nails Machine Bolts Uplift Uplift PB44 39/16 31/4 12- 16d NA 850 850 PB44R 4 31/4 12- 16d NA 850 850 PB46 51/2 31/4 12- 16d NA 850 850 PB66 51/2 51/4 12- 16d Two- 1/2" Dia. 850 850 PB66R 6 51/4 12- 16d Two- 1/2" Dia. 850 850 SDC C -F - Allowable Loads (lbs.) Model No. Dimensions Fasteners Non Cracked Cracked W L Nails Machine Bolts Uplift Uplift PB44 39/16 31/4 12- 16d NA 850 850 PB44R 4 31/4 12- 16d NA 850 850 PB46 51/2 31/4 12- 16d NA 850 850 PB66 5'12 51/4 12- 16d Two- 1/2" Dia. 850 850 PB66R 6 51/4 12- 16d Two- 1/z Dia. 850 850 For SI: 1 in = 25.4 mm, 1 Ib = 4.45 N, 1 psi = 6.895 kPa. 1See Figure 3 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD Toad values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. °Minimum side cover required is 2". See Figure 3 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. 6Download shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report. 'NAILS: 16d = 0.162" dia. X 3W long. 9See Section 3.2.2 for wood post requirements. w 3g Er' Embossed for greater strength PB Stress relief holes resist tearing FIGURE 3 2" Min. Sidecover Typical PB Installation 2" Min. Sidecover Page 31 ESR -3050 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR PBS COLUMN BASES – 2500 psi CONCRETE1'2'3.4,s,6,7'8 Wind and SDC A & B - Allowable Loads (lbs.) Model No. Nominal Post Size Material Dimensions Fasteners Non Cracked Cracked Download Base (Ga) Strap (Ga) W L H HB Nails Machine Bolts Uplift Uplift PBS44A 4x4 12 14 39/16 31/2 61/4 37/16 14- 16d Two- 1/2" Dia. 1285 900 10975 PBS46 4x6 12 14 39/16 57/16 69/16 33/6 14- 16d Two -1/2" Dia. 1285 900 14420 PBS66 6x6 12 12 51/2 53/6 61/2 311/16 14- 16d Two- 1/2" Dia. 2165 2165 14420 SDC C -F - Allowable Loads (lbs.) Model No. Nominal Post Size Material Dimensions Fasteners Non Cracked Cracked Download Base (Ga) Strap (Ga) W L H HB Nails Machine Bolts Uplift Uplift PBS44A 4x4 12 14 39/16 31/2 61/4 37/16 14- 16d Two- 1/2" Dia. 1080 755 10975 PBS46 4x6 12 14 39/16 57/16 69/16 33/6 14- 16d Two -1/2" Dia. 1080 755 14420 PBS66 6x6 12 12 51/2 53/6 61/2 311/16 14- 16d Two -1/2" Dia. 2165 2165 14420 For SI: 1 in = 25.4 mm, 1 Ib = 4 45 N, 1 psi = 6.895 kPa. 1See Figure 4 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 4Minimum side cover required is 2". See Figure 4 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. 6Download shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report. 'NAILS: 16d = 0.162" dia. X 3W long. 9See Section 3.2.2 for wood post requirements. Typical PBS44A Installation FIGURE 4 Page 32 • 11 ESR -3050 1 Most Widely Accepted and Trusted Page 9 of 10 TABLE 5—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR EPS4Z COLUMN BASES – 2500 psi CONCRETE1'2'3'4'5'67'8 Wind and SDC A & B - Allowable Loads (lbs.) Model No. Nails Non Cracked Cracked Uplift Uplift EPS4Z 8- 10dx11/2 980 685 SDC C -F - Allowable Loads (lbs.) Model No. Nails Non Cracked Cracked Uplift Uplift EPS4Z 8- 10dx11/2 825 575 For SI: 1 in = 25.4 mm, 1 Ib = 4.45 N, 1 psi = 6.895 kPa. 'See Figure 5 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable Toads. 4 For full loads, minimum side cover required is 2". See Figure 5 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore altemative means to provide lateral resistance must be provided. 6Download shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report. 'NAILS: 10d = 0.148" dia. X 1W long. 6See Section 3.2.2 for wood post requirements. Embedment line (top of --concrete) EPS4Z 2° Min. Sidecover 2" Min. Sidecover FIGURE 5 Typical EPS4Z Installation Page 33 • ESR -3050 1 Most Widely Accepted and Trusted Page 10 of 10 TABLE 6—ALLOWABLE STRESS DESIGN (ASD) LOADS FOR CB COLUMN BASES – 2500 psi CONCRETE1'2'3'4.5.6'1 Wind and SDC A & B - Allowable Loads (lbs.) Model No. Nominal Column SizeW1 Material Dimensions Column Fasteners Non - Cracked Cracked Strap (Ga x Width)Machine Base ( Ga ) W2 D Nails Bolts Qty. Dia. Uplift Uplift CB44 4x4 7 ga x 2 7 39/16 39/16 8 NA 2 5/8 6710 4700 CB46 4x6 7 ga x 2 7 39/16 51/2 8 NA 2 5/8 6710 4700 CB48 4x8 7 ga x 2 7 39/16 71/2 8 NA 2 5/8 6710 4700 CB66 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 5/8 6710 4700 CB68 6x8 7 ga x 3 7 51/2 71/2 7 NA 2 6/8 6710 4700 LCB44 4x4 12 ga x 2 16 39/18 31/2 61/2 12 - 16d 2 1/2 1170 820 LCB66 6x6 12 ga x 2 16 51/2 51/2 51/2 12 - 16d 2 1/2 1170 820 Wind and SDC C -F - Allowable Loads (lbs.) Model No. Nominal Column Size Material Dimensions Column Fasteners Non - Cracked Cracked Strap (Ga x Width) Base (Ga)Qty. W1 W2 D Nails Machine Bolts Dia. Uplift Uplift CB44 4x4 7 ga x 2 7 39/16 39/16 8 NA 2 6/8 5640 3945 CB46 4x6 7 ga x 2 7 39/16 51/2 8 NA 2 5I8 5640 3945 CB48 4x8 7 ga x 2 7 39/16 71/2 8 NA 2 6/8 5640 3945 CB66 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 6/8 5640 3945 CB68 6x8 6 ga x 3 7 51/2 71/2 7 NA 2 5/8 5640 3945 LCB44 4x4 12 ga x 2 16 39/16 31/2 61/2 12 - 16d 2 1/2 985 690 LCB66 6x6 12 ga x 2 16 51/2 51/2 51/2 12 - 16d 2 1/2 985 690 For SI: 1 in = 25.4 mm, 1 Ib = 4.45 N, 1 psi = 6.895 kPa. 1See Figure 6 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. "Minimum side cover required is 3" for CB and 2" for LCB. See Figure 6 and Section 5.9 of this report. 6Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore altemative means to provide lateral resistance must be provided. 6Download capacity is based on either the post design or concrete design calculated per code. Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.10 of this report. 'NAILS: 16d = 0.162" dial. X 31/2" long. 6See Section 3.2.2 for wood post requirements. Max. Min. Side Cover: 3" for CB. 2' for LCB Typical CB/LCB Installation Min. Side Cover: 3' for CB. 2" for LCB ("D" is minimum embedment depth.) FIGURE 6 CB Page 34 jGAL ���ENSIOHS INC Land Surveying Services • FOR TOM J. SIMS ■ 8200 NW 27 STREET, SUITE 108, MIAMI, FL 33122 PHONE: (306) 612.4226 FAX: (306) 612-1914 SCALE 1'20' JOB NO: 0410-082 FIELD DATE 10-18-04 TYPE OF PROJECT: BOUNDARY SURVEY PROP. ADD: 1269 NE 94 STREET, MIAMI SHORES, FL 33138 FND.I.P.1/2" (NO ID) 4_80'_ 4.65' w 1- 0 J 4' C.B.S. Wal« LEGAL DESCRIPTION: LOT: 9 BLOCK SUBDMSION: MIAMI SHORES BAY VIEW PLAT BOOK: 40 PAGE 16 OR MIAMI-DADE COUNTY, FLORIDA. 75.00' o '' f.I.P. 1 , eFND1/2" (NO ID) tri M 4.70' �-- 2' Wood Steps 48Q, • ONE STORY CBS RESIDENCE # 1269 FF=6.94' • /// N rc\.1U ti 4.88' 7.70' 918'r PL 5.02' FND.I.P.1/2" A (NO ID) A/C " CL U 6T Z. 0' a2 ,:v l .=-=r ....>�7l.r E'er �'�• b y �' m / 300.00' OBC (NO ID) \ 4.73 FND.LP.1/2" 6r -ID) 15' Parkway 1 b _ i !�,-=', •I FND.NAIL (NO1D) -'s r ,�lnd.S{I TMS PROPERTY IS MORE THAN 2MILES AWAY 'PROM tHE: &i4*ORD$ O TO COUNTY LAKE BELT AREA. c SURVEYOR'S NOTES: 1.) THE SURVEY OF THE PROPERTY SHOWN HEREON IS IN ACCORDANCE WTH THE DESCRIPTION FURNISHED BY CLIENT 4f CERTIFIED TO /J..__TOM J. 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