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DGT-6-18-1749, 141 NW 101st StMiami Shores Village 10050 N.E. 2nd Avenue NW Miami Shores, FL 33138-0000 Phone: (305)795-2204 taarvA Project Address 141 NW 101 Street Miami Shores, FL 33150- Parcel Number Applicant 1131010220170 Block: Lot: Owner Information Address COLBY NEUMANN 141 NW 101 Street MIAMI SHORES FL 33150- 141 NW 101 Street MIAMI SHORES FL 33150- Contractor(s) Phone Cell Phone HOME OWNER oved: In Review ments: Approved:: In Review Denied: Const: Wood Deck 5ification: Residential ring: 1_ Fees Due Amount CCF $3.00 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $1.00 Notary Fee $5.00 P&Z Review Fee $35.00 Permit Fee $125.00 Plan Review Fee (Engineer) $60.00 Scanning Fee $9.00 Technology Fee $4.00 Total: $246.00 Additional Info: NEW WOOD DECK Scanning: 1 COLBY NEUMANN Cell (786)210-9004 Valuation: $ 5,000.00 Total Sq Feet: 154 Pay Date Pay Tvpe Amt Paid Amt Due I Invoice # DGT-6-18-68061 06/26/2018 Credit Card 08/31/2018 Credit Card $ 50.00 $ 196.00 $ 196.00 $ 0.00 Avaname Inspection Type: Final Foundation Framing in Progress Review Structural Review Planning 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 AFFIDIT[ I Wify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and inin ut rmore, I authorize the above -named contractor to do the work stated. -`/" _ August 31, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy August 31, 2018 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 PERMIT APPLICATION Q116ILDING ❑ ELECTRIC ❑ ROOFING �CEIVEI� SEP 1 l 2020 .BY. FBC 20 Master Permit No. S7_F- 09 - 2-0 -1 qR Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS []CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: lot WW tot wktk City: Miami Shores County: Miami Dade Zip: 3 3 { � U Folio/Parcel#: kt - 3 f U 1-cL Z- i -A-0 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zane: BFE: FFE: OWNER: Name (Fee Simple Titleholder): C DN O UM G V'\ In } tAAY k t^ aPlonleM L"V) 2 ((} 0 0-j Address: I`A t" l o t Oyt fl+ City: w aw l M MI J State: VL Zip. 3 31 r d Tenant/Lessee Name: QA Phone#: KM Email: LA t,-Fil - Ai �.VM A-N N @ OMM L • L0M CONTRACTOR: Company Name: �'* Phone#: Address: flik City: NM -State: K10% Zip: 0 ' Qualifier Name: M Phone#: Aim State Certification or Registration #: MA � � p j,�� Certificate of Competency #: r t�j DESIGNER: Architect/Engineer: t" aYV OKVI os tw t� Phone#: L3 b 5 1 2 3 f- k43 b u Address: � 3 01 S csw I" Ai C4 Q 4 City: M1 am � State: K Zip: 33 � VV Value of Work for this Permit: $ i Square/Linear Footage of Work: i S "t S' Q S Type of Work: ❑ Addition ❑ Alteration [E New ❑ Repair/Replace ❑ Demolition Description of Work:-�� )VlJ ty� r{ YQ (�i'iYti f �(1 -to Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Permit Fee $ CCF $ CO/CC $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Mevised02/24/20141 Bond $ TOTAL FEE NOW DUE $ 16, Bonding Company's Name (if applicable) ky Bonding Company's Address kyl� _ City kA State "I ` Zip kA Mortgage Lender's Name (if applicable) .20"tt V HAVIV Mortgage Lender's Address t 11 f City Datteu State Tea 3 Zip lf�u - 0 0 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. Signature IV�ivitta�� OWNER or AGENT The foregoing instrument was acknowledged before me this t/ I day of 0 Ill VS 20 iA) , by who is persoPrlyel� Ily known to - F7me or who as produced oil(a afs identification and who did take an oath. NOTARY PUBLIC: Sign: t04`-/ 15"Ef "_ Print: o r Seal: � F�v PUBLIC -STATE Of NEVN YORY Signature_,__,,,_, CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 by who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as No, (}1 SH6352366 ()uaiiiied to Queens County t ion Ex gyres t 2-27-2020 APPROVED BY Plans Examiner Zoning Structural Review Clerk IRPvkwM7l74170141 BUILDING PERMIT 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 N 2 20 8 FBC 20 11 b "' Master Permit No)�l T I p —'��� Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS `� ' ' JOB ADDRESS: M/ iq 1 (� Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type:sni Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simplpl�,e,,T,titlehblder): �" ��� Phone#:�. r1 U'� (J" '"1171- Address: WA NW W W 1 ilV City: VAt ELM k Tenant/Lessee Name: Email: Iru�l�q u" State: Zip: 3 ! I / 0 one#: ('J ) -L1Q1 q CONTRACTOR: Company Name: t')a , Vft WA'tV Phone#: Address: City: State: Zip: Qualifier Name: Phone#: . State Certification or Re 'str ion #:ram, Certificate of Competency #: DESIGNER: Architect ngineer � u� Imo" JLk-�) ji Phor_"• N'IT -if U -?//` Address: L �' City: Value of Work for this Permit: $ U V V Squpre/Linear Footage of Work: Type of Work: ❑ Description of Work: Specify color of color thru tile: f. Submittal Fee $SO 1 Permit Fee $ CCF $ Scanning Fee $ Technology Fee $. Structural Reviews $ (0b (Revised02/24/2014) Radon Fee $ Training/Education Fee $ ❑ Repair/Replace DBPR $ CO/CC $ Notary $ OD Double Fee $ Bond $ TOTAL FEE NOW DUE $ I I G . CC Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 4�provgd and a reinspection fee will be charged. Signature I \ Signature OWNER or AGENT CONTRACTOR The foregoing instrumen was acknowledged before me this day of 20 by Q10M , who is personally known to me or who has produced y';V�Q Y C -{ as identification Print: Seal APPROVED BY o grid take math. The foregoing instrument was acknowledged before me this day of 20 , by , who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: as d Sign: d Print: r Seal: 1°r1PlA4Y p tIFi0 MT COMMISSION # F� 21�':031 En�i4,ES:Nlarch?5, G;9 E , r, / Plans Examiner �/ Zoning Structural Review (Revised02/24/2014) Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNDER``B(UII�LDER DISCLOSURE STATEMENT � p �y NAME: �V. ' I vV r \ V�� DATE: 1K � d ADDRESS: `A 1 V V �►y J WI V 1 1 1 "1 �J I �� J 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. 1 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 1, 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 2. 1 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 41" 3. 1 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 cont acts. Initial 4. 1 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 sol or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or leaseM violates the exemption. Initial 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. v l v Initial 6. 1 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 co "Ir municipal ordinance. Initial �' 7. 1 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. (/ i Initial 8. 1 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 se urity contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I and rstand that my failure to follow these may subject to serious financial risk. Initial 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and Fequirement 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. ) Initialy/// 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Re enue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact a Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.htmi Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands t at I am the party legally and financially responsible for the proposed construction activity at the following address: Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the �nfrmation that I have provided on this disclosure. 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 contractor's worker's 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 Z6 day ofAun%e 20 By �tb M16SCA MCAO" Produce t ere ' ense or OWNER who was personally known to me or who has IJ `1H PL; _ a � i "= YANA i�tHPYD , 4 M,} COMMISSION # FF 214031 Ek ARE March 25, 2019 t;ovmj Fub,,c i,rderwriter YMADl YMADl 12": y.;tr :fie Ex r;E ti1a 9 Colby Neumann Single FamilyHome 141 N.W. 101 Street Miami Shores, Florida 33150 :F Deck Drawings Overall: 11 ft. wide 12 ft. long with steps r Height: Approx. 24 in. high; even with sliding door track Total Area: Approx.154 sq.ft. (including steps) Colby Neumann Single Family Home 1141 N.W. 101 STREET N E� No. Description Date Submission 1 05/28/2018 ...... • 4 .... • • • 0 : i Cover Page Project number - � o 0 0 Date 05/28/2018 Drawn by M ROA Checked by Checker Scale „' A.. 0 N 2 C (d t NOTES 1. Galvanized steel joist hangers at all joists 2. All structure compliant with FBC and AWC guide Colby Neumann Single Family Home 1 141 N.W. 101 STREET Existing House No. I Description I Date Submission 1 05/28/2018 • .. . • •. . 4 .. ...... 0*00 ...... ...... • ..... • ...... • . 0 •. 0 • • . . n. x 8 in. PT Pine Joist 16 in. O.C. )uble at ends) edger Deck Framing Plan Project number - Soot Date 05/28/2018 Drawn by M ROA Checked by Checker Scale 1/2” = V-0" I 36 in. tal NOTES 1. Galvanized steel joisthangers at all joists 2. All structure compliant with FBC and AWC guide Colby Neumann Single Family Home 1141 N.W. 101 STREET ,�- No. I Description I Date Submission 1 05/28/2018 • •• •• • of 0 •o. • see •f•••• .0000. • • go f ••••• •••••• • f• ••••• go • • • ••• f • •• • ... tall side railing Deck Floor Finish Project number - S003 Date 05/28/2018 Drawn by M ROA Checked by Checker Scale 1/2" = T-011 NOTES 1. AI structure w/ pressure treated pine 2. Joists/Ledger 2 in. x 8 in 3. Decking 5/4 "TREXT or 5/4 PT Pine 4. All fasteners exterior grade screws Colby Neumann " Single Family Home 1141 N.W. 101 STREET , (1) No. Description Date Submission 1 05/28/2018 Side View Project number - S004 Date 05/28/2018 Drawn by M ROA Checked by Checker Scale 1/2" = 1'-0" • 3'-9" 4'-0. 3'-R' LEGEND ❑ 4 in. x 4 in. PT Pine Post )st Cut -Out for Joist in. x 4 in. PT Pine Post Iaterproof sealer 0 CV n Post Detail Section NOTES 1. Galvanized steel joist hangers at all joists 2. All structure compliant with FBC and AWC guide Colby Neumann Single Family Home 1 141 N.W. 101 STREET No. Description Date Submission 1 05/28/2018 *4 •• •••••• ••• • )•a •• + a••••0 • ••r••• • •••• • •••r•• •• • •• •••••• S004 Deck Post Layout Project number - S001 Date 05/28/2018 Drawn by M ROA Checked by Checker Scale 1/2" = 1'-0" FLOOR PLAN SCALE: 1/4"=1'- 0" MAX. 3'-0" (TYP.) (4) - X" LAG SCI 2x8(a)16" ID. DECKING (2)- 2 x 8 BLOCKING FOR RAILING POSTS CONN. (TYP.) FLOOR FRAMING PLAN SCALE: 1/4"=1'- 0" ALUM. RAILING BY OTHERS 1 X" DIA. TOP RAIL & POST SIMPSON'S "11,126" WIRE JOIST HANGER @ 3" O.C. (FL .# 106551.21 MAX. TYP. 2 x 10 04 (2) - " 0 STRER ING (2) 2 X 8 THRU BOLTS BLOCKING @ EA. POST FOR RAILING POST CONN. 2 x 6 WD. DECKING 12" 12" W/ (2) - 10d NAILS @ EA. JOIST jj 2x8@16" _. GENERAL NOTES: 1. CONTRACTORS SHALL FIELD VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR SAME. 2. ALL WORK MATERIAL SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 2017. 3. ALL WOOD IN CONTACT WITH MASONRY SHALL BE PRESSURE -TREATED. 4 x 4 x T-0" LONG BLOCKING FOR 4. DO NOT SCALE DRAWING USE DIMENSIONS INDICATED ON DRAWINGS DIMENSIONS OF LARGER SCALE DRAWINGS AND DETAILS SHALL TAKE RAILING POST CONN. PRECEDENCE OVER SMALLER SCALE DRAWINGS CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DIMENSIONS AND VERIFY SAME WJ FIELD. 5. IN THE EVENT THERE ARE FOUND DISCREPANCIES OR AMBIGUITIES IN OR OMISSION FROM THE SPECIFICATIONS OR DRAWINGS, OR SHOULD THERE BE DOUBT AS TO THEIR MEANING AND INTENT. THE ENGINEER SHALL BE NOTIFIED IN ORDER TO PROVIDE CLARIFICATION. 8. THE CONTRACTOR SHALL PROVIDE ALL SUPPLEMENTAL MATERIAL REWIRED TO PROPERLY INSTALL, SUPPORT AND BRACE ALL ITEMS AND COMPONENTS WITHIN THE WORK. 7. ALL CONCRETE SHALL DEVELOP A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 30DO P.S.I. • • 8. ALL WORK SHALL BE DONE IN COMPLIANCE WITH THE FLORIDA RLDG- CODE 2017 (STH EDITION). AS APPLICABLE TO MIAlIj%dRES:FL 9. ALL WOOD USED SHOULD BE PRESSURE TREATED. • • • • • a 10. MIN. WOOD FASTENERS TO BE AS PER TABLE 2304.9.1 OF F.B.C. 2017 (87H EDITION)L • • • • • • 11. DESIGN LOADS: • • • • DECK ILL 50 PSF • • DECK D.L. 10 PSF • • • • WAND LOADS: AS PER ASCE 7-10 • • • • • s (21 1/2" DIA. - _ - ._-... - • • • • • LAG BOLTS • • @ 3" O.C. • • ITYP.) • • f •• • RAILING POST Cal 3'-0" h 4" x 4" x 1/4" x 0'-4" 2 x 6 LONG W/ (1) - 1/2" THRU BOLT WO. DECKING & (2) - 1/4" DIA. TAPCONS (MIN. EMBO, i - Y") 2 x 8 INISHTRADE • I� a 16" x 12" CONT. 2 x 8 P.T. - LEDGER W/ 1/2" DIA. O M I I ..a O M FTG. W/ 121 #5 I �/ . BARS. EXP. BOLTS ; I 4 x 4WD POST °I I °a @ 16" O.C. STAGGERED P . �I (TYP.) 2 x 8 LEDGER I W/ 1BOI DIA. -N. SECTION 1.1 OD ° CONC. FTG. _ (TYP.) O�� a t-1 a ° LTS @ 16" O.C. ■ STAGGERED 24" I. I. 24" L SCALE: 3/8"=1'- 0" WIND LOAD UPLIFTS ZONE LOADS (psi 1O +29/-53 O2 +29/-78 30 +29/-110 SECTION: 2:2 N.T.S. (4)- Y" L 5" LONG I IS i RUC i Ut�AL RE VIEW APPROVED (2) 2 x 8 BLOCKING @ POST LOCATIONS FARROKH RASEKHI,P.E. FL. LIC. # 38001 �I58 N w�•8 f 80 •a•'• • i f • r • • r •a•• i a • • f f f i f! • • z c0 c o , e u z 0, y o g _l LL Cn w w O 2 Q Q Y � W O?>� Z Lu d g Z DAM:OB/14/2018 scAiE: AS SHOVN O NFTER: F.A. ate. 18-052 SHEET: S-1 MAP OF BOUNDARY SURVEY Scot'-. T A -• r7' ©F APl'! C SCALE Gj\�Nrw N� ®� iamrpado cam , Fxono SIp S. &`�e�jp�s P4P1ica��o� �°" pate'. S,g -akgte RdS SUrmy MAP and fb0pot we not fU8 and cof cote w1bMt the other_ BmmwhffwM and COW pokft of kftre t �i0fi6 V'L�iIG A Arc Pg. PamASSR Ai ION & � MD —f--.— Chan Link Fence FN() Found R/W Right —of -Way @ Unknown Manhole Fan Hydrant Wood Fence Uz Uway Eosemsnt q Center Lkw Q Sewmr Akmho* Sect<tc go. -sr--o- — MeW or pleeNa IP Iran Pipe li Monument Line Q TQWPhone 6t e � Light Pakt—..u—Owsi+eod Fence iR kvn Ratty i NOR & DISC Terf�r�mry Va Tam Esecssusitsaric 0 Wotan Meter Va.$ May Pate ruse COL Cok mn watw 14 Water Vdw optp Cotes light Pob o'p + W 8..boe RsKJot-Book tsAefsi Q Catch t+Qain 0 PrQpwbl Corner FormTech 17-Q 80 DaUe: 04-11.2g1T Land Surging, Inc. Sms ofPwrwa la * m 12249 SW.12sWt Ebwi. Miami. Honda, 33i86 Ph: V%1429 = V%'$4 . M (!86 44M678 Structural Design, Inc. 13014 S.W. 120 Street - Miami, FI 33186 - Tel: (305) 235-4300 - E-Mail: sdi@sdieng.com STRUCTURAL CALCULATIONS DATE: June 21, 2018 JOB NAME: New wood deck addition at "141 NW. bl S ilEWt Miami;. Shores, Florida" • • • • • • •; JOB NUMBER: 18-059 • • •• • Y PREPAIRED BY: DESIGN CRITERIA: Farrokh Rasekhi, P.E. • Florida Building Code 2017 • ASCE 7-10 NOTES: • Contractor to verify all dimensions. S T RUCTUiRIAL i' LE iEV APPROVED TE#1 STRUCTURAL DESIGN, INC. 13014 S.W. 120 Street Miami, Florida 33186 (305) 235-4300 4/Z 612///A si-17-- 1 -rWdtZ,) tZ Phone: (305) 235-4300 13014 S.W. 120 Street Email; sdi@sdieng.com MI AMI, FL 33186 , . Lic. # 8803 Project; 141 &tVj, jD j 57- tj &,&:s Calculated by: Date: �($ , ,lob Number: �/ A- iv 5-__ Sheet: of f ;�! Checked by:. Date: _ \-t-. ..�. ..�.. .. A./.�. ... 2.. ,. .�. yam, ... _..1. ..J _.._a. � t ...�--• ..-.....-� .. .. + .. •..• • 6q • s • • •. ..- _. 'S ors ff- ; Farrokh Rasekhi, P.E. ------------------------ AZ _ FL, Registration # 38001 •• • ••:• • 61-ol •' • • • .10000 .••••- ow 14 Fainkh R as&m, P.E. • FL. Registration � 3800I 13014 S.W, 120 Street MIAMI, FL 33186 Phone: (305) 235-43.00 Email: sdi@sdieng.com Lic. # 8803 Project: 1.4( 4).W, /'�Q ( .5� Calculated by: Date: Job Number; Sheet: 3 of Checked by: Date: ;.. _.,._. .. Farrekh Rasek±i, P.E. - - FL, Regis, m 380QI l � tZ MecaWind Std v2.2.7.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterorises.com Date 06/21/2018 Project No. 18-059 Company Name STRUCTURAL DESIGN, INC. Designed By F.R. Address 13014 SW 120 STREET Description NEW WOOD DECK City MIAMI Customer Name NEUMAN State FLORIDA Proj Location 141 NW 101 STREET MIAMI SHORES File Location: C:\Program Files\MECAWind\18-059 141 NW 101 STREET MIAMI SHORES 2.wnd •••• Input Parameters: Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 • • •••••• •••••• Basic Wind Speed(V) = 175.00 mph • • • • Structural Category = II Exposure Category = •• Co •••:•• •• Natural Frequency = N/A Flexible Structure = ••go" •• • •••••• Importance Factor = 1.00 Kd Directional Factor = ••Q:" • • • Alpha = 9.50 Zg = 900t.00n ft •••••• At = 0.11 Bt = ••y•dlV 0•. •• • • Am = 0.15 Bm = a P@5 • •• ••••• Cc = 0.20 1 = •SQQ•We ft •••• ••:••• Epsilon = 0.20 Zmin = it. 00•ft • • • Pitch of Roof = 0 : 12 Slope of Roof(Theta) _ •• *0*0 Deg •• • ••••i• h: Mean Roof Ht = 2.00 ft Type of Roof = PLAT ••• • • RHt: Ridge Ht = 2.00 ft Eht: Eave Height = : 2.00:ft • • ••••�• OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang •••••• Bldg Length Along Ridge = 12.00 ft Bldg Width Across Ridge= :11.0*0.ft • • :••••i •• • •• • • Gust Factor Calculations •• • Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.97 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.55 Reduction Factor for Large Volume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope = 70.00 ft^2 Vi: Unpartitioned Internal Value = 264.00 ft^3 Ri: 0.5*((1+1/(1+(Vi/(22800*Aog))^0.5))(Egn. 6-16) = 1.000 Notes: 1) +GCpi = +0.55 * Ri Notes: 2) -GCpi = -0.55 * Ri Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case A All pressures shown are based upon ASD Design, with a Load Factor of .6 • • • • • • • • • • • BUILDING GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf -------- 1 ------ 0.40 ------ 0.55 ------ -0.55 --------- 33.94 --------- -5.09 --------- 32.24 2 -0.69 0.55 -0.55 33.94 -42.09 -4.75 3 -0.37 0.55 -0.55 33.94 -31.22 6.11 4 -0.29 0.55 -0.55 33.94 -28.51 8.82 1E 0.61 0.55 -0.55 33.94 2.04 39.37 2E -1.07 0.55 -0.55 33.94 -54.98 -17.65 3E -0.53 0.55 -0.55 33.94 -36.66 0.68 4E -0.43 0.55 -0.55 33.94 -33.26 4.07 1T * * * * .00 .00 2T * * * * .00 .00 3T * * * .00 .00 4T * * * * .00 .00 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case B A11 pressures shown are based upon ASD Design, with a Load Factor of .6 .... - Vz _. .... .. . . . cow . . . . J � .. . ..... . • Yr ' .. • . ��° • • • . • • . •. .. . • • • • • 00 case Torsion AdYs Longitudinal DireWon BUILDING GCpf +GCpi -GCpi qh Min P Max P surface psf psf psf -------------------------------------------------------------- 1 -0.45 0.55 -0.55 33.94 -33.94 3.39 2 -0.69 0.55 -0.55 33.94 -42.09 -4.75 3 -0.37 0.55 -0.55 33.94 -31.22 6.11 4 -0.45 0.55 -0.55 33.94 -33.94 3.39 5 0.40 0.55 -0.55 33.94 -5.09 32.24 6 -0.29 0.55 -0.55 33.94 -28.51 8.82 1E -0.48 0.55 -0.55 33.94 -34.96 2.38 2E -1.07 0.55 -0.55 33.94 -54.98 -17.65 3E -0.53 0.55 -0.55 33.94 -36.66 0.68 4E -0.48 0.55 -0.55 33.94 -34.96 2.38 5E 0.61 0.55 -0.55 33.94 2.04 39.37 6E -0.43 0.55 -0.55 33.94 -33.26 4.07 1T * * * * .00 .00 2T * * * * .00 .00 3T * * * * .00 .00 4T * * * * .00 .00 5T * * * * .00 .00 6T * * * .00 .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*l(ld case 1),2T=25%*2,3T=25%*3,4T=2`%*4�*• Exceptions to Torsional Load Cases: One story buildings with 1"n • roof height<=30 ft(9.lm), buildings with two stories or less •f•[��9c1 with light frame construction, and buildings two stories or • less designed with flexible diaphragms need not be designed •••••• for the Torsional Load Cases. (Note 5 of Figure 6-10) •••• •••• Wind Pressure on Components and CladdingZ .41 •••••• • • • aCf.. Rt shmm t WAS Gable Roof a .sue 7 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ----------------------------------------------------------------------- ft ft ft^2 GCp GCp ps£ psf FLOOR JOIST 1.33 6.00 12.0 1 0.29 -0.99 28.58 -52.34 FLOOR JOIST 1.33 6.00 12.0 2 0.29 -1.74 28.58 -77.88 FLOOR JOIST 1.33 6.00 12.0 3 0.29 -2.67 28.58 -109.14 FLOOR BEAM 6.00 5.50 33.0 1 0.25 -0.95 27.09 -50.85 FLOOR BEAM 6.00 5.50 33.0 2 0.25 -1.44 27.09 -67.44 FLOOR BEAM 6.00 5.50 33.0 3 0.25 -1.92 27.09 -83.79 All Table 113 Section Properties of Standard Dressed (S4S) Sawn Lumber X-X Axis Y-Y Axis Moment Moment Standard Area Approximate weight in pounds per linear foot (Ib./ t.) Nominal Dressed of Section of Section of of piece when density of wood equals: Size Size (S4S) Section Modulus Inertia Modulus Inertia bxd bxd A S, I, Syy lyy inches x inches in.2 in.3 in.4 in? in.4 25 Ib./ft.3 30 Ib./ft.3 35 lb./ft. 440 Ib./ft.3 45 Ib./ft.3 50lb./ft.3 1 x 3 3/4 x 2-1/2 1.875 0.781 0.977 0.234 0.088 0.326 0.391 0.456 0.521 • • 0.586 0.651 1 x 4 3/4 x 3-1/2 2.625 1.531 2.680 0.328 0.123 0.456 0.547 0.638 0.720 0.4020 0.911 1 x 6 3/4 x 5-1/2 4.125 3.781 10.40 0.516 0.193 0.716 0.859 :.00�• 1.146 • • 1.289 •1•V.2� 1 x 8 3/4 x 7-1/4 5.438 6.570 23.82 0.680 0.255 0.944 1.133 19W2 d 1.510 • g199 1.8m 1 x 10 3/4 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 •1 f46 0 1.921 • 268 "40W 1 x 12 3/4 x 11-1/4 8.438 15.82 88.99 1.055 0.396 1.465 1 1.758 2.05♦ 2.344 2.637 .2.930 2 x 3 1.1/2 x 2-1/2 3.750 1.563 1.953 0.938 0.703 0.651 0.781 0.9,1 • 1.04? • &.172 *.1!M* 2 x 4 1-1/2 x 3-1/2 5.250 3.063 5.359 1.313 0.984 0.911 1.094 49.276 4 1.459 1.441 •1.109 1.823 •?V4• 2 x 5 1-1/2 x 4-1/2 6.750 5.063 11.39 1.688 1.266 1.172 1.406 1W 0 1.871 2 x 6 1-1/2 x 5-1/2 8.250 7.563 20.80 2.063 1.547 1.432 1.719 ONO • 2.292 • V.5�78 TAGS• 2 x 8 1-1/2 x 7-1/4 10.88 1 .14 47.6 2 1. 88 .266 "ta• 3.02 • 3. 98 "7*76 2 x 10 2.891 3 , 72 3.854 •4.336 4.81g• 1.1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.409 2 x 12 1-1/2 x 11-1/4 16.88 31.64 178.0 4.219 3.164 2.930 3.516 • Q.1a: 4.688 5.273 5.859- 2 x 14 1-1 /2 x 13-1 /4 19.88 43.89 290.8 4.969 3.727 3.451 4.141 14.831 5.5210 • • CZ11 %*Al • 3 x 4 2-1/2 x 3-1/2 8.750 5.104 8.932 3.646 4.557 1.519 1.823 :.12.4 • 2.431• 2.734 LW6 • 3 x 5 2.1 /2 x 4-1/2 11.25 8.438 18.98 4.688 5.859 1.953 2.344 2.4Y94 3.125 0 1•%16 3.906 3 x 6 2-1/2 x 5-1/2 13.75 12.60 34.66 5.729 7.161 2.387 2.865 3.342 3.819 • 4297 4.774 3 x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3.147 3.776 4.405 5.035 5.664 6.293 3 x 10 2-1/2 x 9-1/4 23.13 35.65 164.9 9.635 12.04 4.015 4.818 5.621 6.424 7.227 8.030 3 x 12 2-1/2 x 11-1/4 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 7.813 8.789 9.766 3 x 14 2-1/2 x 13-1/4 33.13 73.15 484.6 13.80 17.25 5.751 6.901 8.051 9.201 10.35 11.50 3 x 16 2.1 /2 x 15-1 /4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 10.59 11.91 13.24 4 x 4 3-1/2 x 3-1/2 12.25 7.146 12.51 7.146 12.51 2.127 2.552 2.977 3.403 3.828 4.253 4 x 5 3-1/2 x 4-1/2 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 4.375 4.922 5.469 4 x 6 3-1/2 x 5-1/2 19.25 17.65 48.53 11.23 19.65 3.342 4.010 4.679 5.347 6.016 6.684 4 x 8 3-1/2 x 7-1/4 25.38 30.66 111.1 14.80 25.90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-1/2 x 9-1/4 32.38 49.91 230.8 18.89 33.05 5.621 6.745 7.869 8.993 10.12 11.24 4 x 12 3-1/2 x 11-1/4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 10.94 12.30 13.67 4 x 14 3-1/2 x 13-1/4 46.38 102.4 678.5 27.05 47.34 8.051 9.661 11.27 12.88 14.49 16.10 4 x 16 3-1/2 x 15-1/4 53.38 135.7 1034 31.14 54.49 9.266 11.12 12.97 14.83 16.68 18.53 5 x 5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 3.516 4.219 4.922 5.625 6.328 7.031 6 x 6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.352 8.403 9.453 10.50 6 x 8 5-1/2 x 7-1/2 41.25 51.56 193.4 37.81 104.0 7.161 8.594 10.03 11.46 12.89 14.32 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 12.70 14.51 16.33 18.14 6 x 12 5-1/2 x 11-1/2 63.25 121.2 697.1 57.98 159.4 10.98 13.18 15.37 17.57 19.77 21.96 6 x 14 5-1/2 x 13-1/2 74.25 167.1 1128 68.06 187.2 12.89 15.47 18.05 20.63 23.20 25.78 6 x 16 5-1/2 x 15-1/2 85.25 220.2 1707 78.15 214.9 14.80 17.76 20.72 23.68 26.64 29.60 6 x 18 5-1/2 x 17-1/2 96.25 280.7 2456 88.23 242.6 16.71 20.05 23.39 26.74 30.08 33.42 6 x 20 5-1/2 x 19-1/2 107.3 348.6 3398 98.31 270.4 18.62 22.34 26.07 29.79 33.52 37.24 6 x 22 5-1/2 x 21-1/2 118.3 423.7 4555 108.4 298.1 20.53 24.64 28.74 32.85 36.95 41.06 6 x 24 5-1/2 x 23-1/2 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 8 x 8 7-1/2 x 7-1/2 56.25 70.31 263.7 70.31 263.7 9.766 11.72 13.67 15.63 17.58 19.53 8 x 10 7-1/2 x 9-1/2 71.25 112.8 535.9 89.06 334.0 12.37 14.84 17.32 19.79 22.27 24.74 8 x 12 7-1/2 x 11-1/2 86.25 165.3 950.5 107.8 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7-1/2 x 13-1/2 101.3 227.8 1538 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-1/2 x 15-1/2 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7-1/2 x 17-1/2 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-1/2 x 19-1/2 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39.19 44.79 50.39 55.99 8 x 24 7-1/2 x 23-1/2 176.3 690.3 8111 220.3 826.2 30.60 36.72 42.84 48.96 55.08 61.20 10 x 10 9-1/2 x 9-1/2 90.25 142.9 678.8 142.9 678.8 15.67 18.80 21.94 25.07 28.20 31.34' 10 x 12 9-1/2 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97- 22.76 26.55 30.35 34.14 37.93 10 x 14 9-1/2 x 13.1/2 128.3 288.6 1948 203.1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 10 x 16 9-1/2 x 15-1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17-1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46.18 51.95 57.73 10 x 20 9-1/2 x 19-1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-1/2 x 21-1/2 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70.92 10 x 24 9-1/2 x 23-1/2 223.3 874.4 10270 353.5 1679 38.76 46.51 54.26 62.01 69.77 77.52 AMERICAN WOOD COUNCIL a�Z Table 4B Reference Design Values for Visually Graded Southern Pine Distension Lumber (2" - 4" thick)1,2,3,4,5 4 (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 4B ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Tension Shear Compression Compression • • Modulus*: • • • • 00000, parallel parallel perpendicular parallel • • • of Grading• • Species and Size Bending to grain to grain to grain to grain • • 'Elasticity• • • • • Rules • • • • - • • • • E•min commercial grade classification Fb F, F, FC1 F, Atdlh" • • ••••• • Dense Select Structural 3,050 1,650 175 660 2,250 • 1,900 000 �6 0�000 Osseo Select Structural 2,850 1,600 175 565 2,100 1,g�a00 6 0,000 • Non -Dense Select Structural 2,650 1,350 175 480 1,950 •1,}000QO • 016:moo o • • • • • No.1 Dense 2,000 1,100 175 660 2,000 •41w,000 • 4660,060 • • • • • No.1 2" - 4" wide 1,850 1,050 175 565 1,850 011;v"o 6Z0,000 • • No.1 Non -Dense 1,700 900 175 480 1,700 • 1,600,0®0 580 000 0 • • • • • No.2 Dense 1,700 875 175 660 1,850 • 1,700,00 •404;0 No.2 1,500 825 175 565 1,65 1,600 • 1,600,®00 • &40t,04) • 580,000 • 4104000 • • • • • No.2 Non -Dense 1,350 775 175 480 No.3 and Stud 850 475 175 565 975 1,400,000 • 00.00 Construction 1,100 625 175 565 1,800 1,500,000 550,000 Standard 4" wide 625 350 175 565 1,500 1,300,000 470,000 Utility 300 175 175 565 975 1,300,000 470.000 Dense Select Structural 2,700 1,500 175 660 2,150 1,900,000 690,000 Select Structural 2,550 1,400 175 565 2,000 1;800,000 660,000 Non -Dense Select Structural 2,350 1,200 175 480 1,850 1,700,000 620,000 No.1 Dense 1,750 950 175 660 1,900 1,800,000 660,000 No.1 1,650 900 175 565 1,750 1,700.000 620,000 No.1 Non -Dense 5" -6" wide 1,500 800 175 480 1,600 1,600,000 580,000 No.2 Dense 1,450 775 175 660 1,750 1,700,000 620,000 No.2 1.250 725 175 565 1,600 1,600,000 580,000 No.2 Non -Dense 1,150 675 175 480 1,500 1,400,000 510,000 No.3 and Stud 750 425 175 565 925 1,400,000 510,000 Dense Select Structural 2,450 1,350 175 660 2,050 1,900,000 690,000 Select Structural 2,300 1,300 175 565 1,900 1,800,000 660.000 Non -Dense Select Structural 2,100 1,100 175 480 1,750 1,700,000 620,000 SPIB No.1 Dense 1,650 875 175 660 1,800 1,800,000 660,000 No.1 8" wide 1,500 825 175 565 1,650 1,700,000 620,000 No.1 Non -Dense 1,350 725 175 480 1,550 1,600,000 580,000 No.2 Dense 1,400 675 175 660 1,700 1,700.000 620,000 No.2 1,200 650 175 565 1,550 1,600,000 580,000 No.2 Non -Dense 1,100 600 175 480 1,450 1,400.000 510.000 No.3 and Stud 700 400 175 565 875 1,400,000 510,000 Dense Select Structural 2,150 1,200 175 660 2,000 1,900,000 690,000 Select Structural 2,050 1,100 175 565 1,850 1,800,000 660,000 Non -Dense Select Structural 1,850 950 175 480 1,750 1,700,000 620,000 No.1 Dense 1,450 775 175 660 1,750 1,800,000 660,000 No.1 10"wide 1,300 725 175 565 1,600 1,700,000 620,000 No.1 Non -Dense 1,200 650 175 480 1,500 1,600,000 580,000 No.2 Dense 1,200 625 175 660 1,650 1,700,000 620,000 No.2 1,050 575 175 565 1,500 1,600,000 580,000 No.2 Non -Dense 950 550 175 480 1,400 1,400,000 510,000 No.3 and Stud 600 325 175 565 850 1,400,000 510,000 Dense Select Structural 2,050 1,100 175 660 1,950 1,900,000 690,000 Select Structural 1,900 1,050 175 565 1,800 1,800,000 660,000 Non -Dense Select Structural 1,750 900 175 480 1,700 1,700,000 620,000 No.1 Dense 1,350 725 175 660 1,700 1,800,000 660,000 No.1 12" wide 1,250 675 175 565 1,600 1,700,000 620,000 No.1 Non -Dense 1,150 600 175 480 1.500 1.600,000 580:000 No.2 Dense 1,150 575 175 660 1,600 1,700,000 620.000 No.2 975 550 175 565 1,450 1,600,000 580,000 Not Non -Dense 900 525 175 480 1,350 1,400,000 510,000 No.3 and Stud 575 325 175 565 825 1,400,000 5101000 LA AMERICAN WOOD COUNCIL Table 11E BOLTS: Reference Lateral Design Values (Z) for Single Shear (two member) Connections1,2,3,4 for sawn lumber or SCL to concrete _m Thickness r z a m C J z n N E E c m E m n m co a' E LL c, w LL w LL m _ Z i aa) r -0 g a� p ... O o n o t o o n o v m o �' o •••• • E o o p w p U W o co u a 0of u x o (9 2 co n o c9 p u o C7 p • II o • t9 p •••• •••••• • ZII Zl ZII Zl ZII Zl ZII • Zl tm is D • ZII ♦ee• •Z} • • • • in. in. in. Ibs. Ibs. Ibs. Ibs. Ibs. lbs. Ibs. Ibs e • • 165. Ib§.• • ...... 1/2 770 480 680 410 650 380 640 " • • •620 3% :*see: 5/8 1070 660 970 580 930 530 920 54 • • 890 • •470e o ` 1-1/2 3/4 1450 890 1330 660 1270 590 1260 *0 1230 • 920 • 718• 60 k750 720 1690 - "'• 630 1880_ _.60� +• 1640 • _ S5 *Go** • • „`1890 241,0 " 1020 : 2250 77fl ',', '2100` 680 , 2060 fl66 • f930 sgpp • **so* 1/2;: 830;;"610 , „.'740, 430 " .�700. ' 400 .=' 690 `' • 5/8 1160 680 1030 600 980 550 970 550 940 530 • 1-3/4 3/4 1530 900 1390 770 1330 680f 1310 EtI5• •:270 60t •• 6.0 7/8 1970 1120 1800 840 1730 740 1720 ;t0 t680 6 640 • • e • • e 7 ='. -2480 1190, 790 �` 2200, '"' _,7 0 - • 2150 • • • and 830 „590 790 '-1 770 . , _, 470 760 ">>" .9 ?750 :see*: greater �f 5/8 1290 800 _ 1230 s520 670 1180 610 1170 .4160 61� • i�120 " •p • • 2-1/2 3/4 1840 1000 1630 850 1540 800 1520 780 1460 •T50 • 7/8 2290 1240 2050 1080 1940 1020 1920 1000 1860 920 v 1 ` ,< 2800 ;1520 2530 : `.1280 - ",r241d ` 1130 . .2390.. :1O80 •" 2310 ' ' 1000 Q 1/2 83090 790 540 770 510 760 500 750 490 290 _ * $80 1230 ' 810 t1200 _ ,, 730 1190,, :720 1170 .� '` ;670 3-1/2 3/4 1860 1190 1770 980 1720 900 1720 880 1680 830 r 7/8 2540 1410 2410 1190 2320 1100 2290 1070 2200 1020 1 3310 1670 2970 1420I 2800 1330 2770 1300 2660 1260 M rY3 (U E c m E o E D o :2 o Lu p U U) m t,n t. D in. I in. in. 1/2 5/8 1-1/2 3/4 ILL � N c c o c (j u�) M coLL v coa o 3 �' U) E E M coi d c Z m m o f 11 a) (D = o u a (7 u) o a n a> a t) Q ° o o y 2 N N n m$ a' a' (7 w cn 3: 3: o II `p U z N ZII Zl ZII Zl ZII Zl ZII Zl ZII Zl Ibs. Ibs. Ibs. Ibs. I Ibs. Ibs. I Ibs. Ibs. I Ibs. Ibs. 590 340 590 340 550 310 540 290 530 290 860 420 850 410 810 350 800 330 780 320 1200 460 1190 450 1130 370 1120 360 1100 350 370 1-314 I 3/4 I 1230 540 1220 530I 11160 430I 11140 420 1810 120 410 6.0 18.:i 2090 i30I 2060 610 1820 510 1770 - '.490I ;1710 470 and 1/2t' 730 410 730 400 700, 360 - 690' ,.; „ 340 s,- 680 340 greater 1 5/8 1070 540 1060 530 980 4801 940 460 21/2 I 3/4 17/8 I 1790 830I 1770 8100I 1660 680, 1640 660I 1600 611240 80 3-1/2 1 3/4 1650 780 1640 770 1540 6801 1510 6701 1470 660 7/8 2100 960 2070 950 1910 870, 1880 850 1840 820 1 2550 1190 2520 1180 2340 10201 2310 980 2260 950 1. Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Appendix Q with bending yield strength (F,r) of 45.000 psi. 3. Tabulated lateral design values (Z) are based on dowel bearing stren-th (Fe) of 7,500 psi for concrete with minimum f,"= 1500 psi. 4. Six inch anchor embedment assumed. AMERICAN FOREST & PAPER ASSOCIATION ESR-2549 Most Widely Accepted and Trusted Page 3 of 4 2006 IRC Section R319.3, as applicable. The lumber 5.1 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. 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 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, 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 governs. 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 alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 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•;p. diction in which the project is to be constructed+ • 5.3 Adjustment factors nd;%cl •in: Section* 41.19 and the • • applicable codes myst..lag conslid%red: where•. •: • applicable. . • 0: •. • . • 5.4 Connected wood men1bc#-* and fasteners must • comply, respectively, wia &9"fions 312 a►rod*3.2.3 of+• • • • • this report. •••••• •••. ••••• • • 5.5 Use of connectors withtl •prervative fr8ate; or fir2• • •; • retardant treated Iumber"@it•be in accordance with •• Section 3.2.1 of this repot. tse of• fasteners witha •• • • preservative treated or•fire retardant:t!reaTV lumber • must be in accordanc%VAh;Section.3.2.3 of thlo"O: report. ' so • .' 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 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 IZZ- 79 1 D40S.S I Z DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS1,4.5 (Ibf) M NDDEL W H B Headers Joist Uplift` Download CD = 1.6 Co = 1.0 Co= 1.15 Co=1.25 10d 16d 10d 16d 10d 16d LU24 19/" 31/8 1112 4 2-10d x 1% 240 465 555 530 630 570 655 LU26 1'/16 4'/4 11/2 6 4-10d x 1% 540 695 835 800 950 860 1,030 LU28 19/16 6'/g 1% 8 6-10d x 1'/2 850 930 1,110 1 1,065 1,180 1,145 1,180 LU210 19/1g 7"/1g 11/2 10 6-10d x 1% 850 1,160 1,390 1,330 1,580 1,430 1,615 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 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. 'Tabulated 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 0 st 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 headerlbeam, 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 govern. 10 Table 11F BOLTS: Reference Lateral Design Values (Z) for Double Shear (three member) Connections1r2 th), for sawn lumber or SCL with all members of identical specific gravity Thickness G=0.55 G=0.46 E E E= E G=0.67 Mixed Maple G=0.50 G=0.49 Douglas Fir(S) g W CD g m° m o Red Oak Southern Pine Douglas Fir -Larch Douglas Fir-Larch(N) Hem-Fir(N) is D ZII Zsl Z, L ZII Zcl Zml ZII Zel ZrtLL ZII Zsl Zml • ZII Z+ • •:t in. in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. sibs. IDS. lbs. lbs. 1/2 1410 960 730 1150 800 550 1050 730 470 1030 720 4 0 970 •680 • 620 518 1760 1310 810 1440 1130 610 1310 1040 530 1290 1030 • • 1210 A 170 1-1/2 1-1/2 3/4 2110 1690 890 1730 1330 660 1580 1170 590 1550 1130 060 0 411450 1040 • 520 7J8 460 �1920' 960 �;L020 1 40 20 �104' h 1260 630 1800 " 1210 J k Xr - i0' 550 1 m,:38 t0 -2040 1020 SZ31Q 1530 7 D .2100 .1350 t?80 _,,;2060 T '1290. 980 ; P 112 1640 1030 850 1350 850 640 1230 770 550 1200 750 i J0 J 130 7Ji 0 0490 5/8 2050 1370 940 1680 1160 710 1530 1070 610 • 1500 1060 600 • 4410 1000 9 950 1-3/4 1-3/4 3/4 2460 1810 1040 2020 1550 770 1840 1370 680 1800 1310 • @66 • 1690 121d 900 CIS2$70 2240 `t f20 2350 168Q�8402146 1470 740 2110 �4D ' �970 l290 r1. 3$0,;28.Q, 1199 2630� ;f790890 , ,2450;580, 1/2 1530 960 1120 1320 800 910 1230 730 790 1210 720 • 760 • 1160 19T 700 518 2150 1310 1340 1870 1130 1020 1760 1040 880 1740 1030 • " :660 9J% 0780 2-1/2 1 1/2 3/4 2890 1770 1480 2550 1330 1110 2400 1170 980 2380 1130 940 2280 1040 0 860 37$0920160�k 3360 � 1440I200 3Q60 �1260 105030101210q i01 f28�0 11t0 920 a 90 ;20d0; ,.-17oo_n.384Qv,.;1530. t280 "' 3500,A f ov+q 112 1530 960 1120 1320 800 940 1230 730 860 1210 720 850 1160 680 810 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1090 3/4 1-1/2 2890 1770 1980 2550 1330 1550 2400 1170 1370 2380 1130 1310 2280 1040 1210 11 ld8 3780 1920`,i'2240 ' 3360 D{ 1680 3 8Q' 1470 315Q �121fl` r 1410 3030-� j100 1290' 1 ; , .,r.4820 �046,G ,,238D s d31II � 1530 �1�79Q $1260 , 4090� t135� ` 1580 .'$D50„ -1290; �451_ � 3860=_�120V` +14fl0 1/2 1660 1030 1180 1430 850 1030 1330 770 940 1310 750 920 1250 710 870 5/8 2310 1370 1630 1990 1160 1380 1860 1070 1230 1840 1060 1200 1760 1000 1090 3-1/2 1 3/4 3/4 3060 1810 2070 2670 1550 1550 2510 1370 1370 2480 1310 1310 2370 1210 1210 7/8 3940 2240��.224D3470 9680 F 1680 3270 i470 14703240 , 110 1410 3i10 1290 1290; „1 „4960F x,238p2380440Q , 1790 1790 ,41,70 ,s15$C3, m580 - `4 f20 ,15lfl'751;0 g ,3970fyY 1400 , k400`'. 1/2 1660 1180 1180 1500 1040 1040 1430 970 970 1420 960 960 1370 920 920 5/8 2590 1770 1770 2340 1560 1420 2240 1410 1230 2220 1390 1200 2150 1290 1090 3-1/2 3/4 3730 2380 2070 3380 1910 1550 3220 1750 1370 3190 1700 1310 3090 1610 1210 17/8 ",5080 2$20 22d9 `a tlr6Q 2330 6$0 4290`xwx2130 £%1`jQ470 42 20 0�14�` ti •�-;` 84t� 1s6Q q 1290 "� q..- 4.r S} y >65¢0 3340. 38f1 +..£3 4 ^,.�,' ,y2 53$0 2780 1Z9' ?_�'-5 .902), �2580_,,,_1580 . �481D; a 252Q , 151Yi �,-• 451,ET _ 241D, 1400' 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1130 1550 2280 1040 1480 1 1/2 920 2520 369` 944 2 0 3180 ; 260 �2030 tea 3j5o � 12 0� 9 Q I °3o3Q � bO; 1s06 r a 1 r di320 =20X40 ° 12D 4$1� ,x 1530 2680 f 4t39 � i350 _2360 _ .1 t� . 4050 t2J0 2260- . 8866t 1`100, r :2100' 5/8 2310 1370 1630 1990 1160 1380 1860 1070 1270 1840 1060 1250 1760 1000 1180 3/4 3060 1810 2110 2670 1550 1790 2510 1370 1660 2480 1310 1630 2370 1210 1550 5-1/4 1 3/4 /8 3940 247 840 47Q 68Q 22$Q 3 ..t k 270 147� �110b 240 , 410 206fl 31�10 7290 iJ30 1 a960 .23$0 i240X,4400? 1790 2$$0 .41 (h L580 2$60 412f 4 ,1510 226Q _ 3?370<' A"00, 21W 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3 1/2 3/4 3730 2380 2480 3380 1910 2180 3220 1750 2050 3190 1700 1970 3090 1610 1810 ?18 6 $0 2824 3290-�4600 2 30 2530390� 2 t30 2210 4350 207D 2 LOQ 13p 1960 (930 1. ,6630 3840. 35ifl 5740�h2780680533 / 258z0 23,6b , ...525p, $, 2520 226t1 99D .h 241Q. .21,00 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 1-1/2 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1130 1550 2280 1040 1480 7/$ ¢ 37$0 192Q 2520 �3360 �11�40 2 70 Mt (80 1260 4Z 2�30 - °3150 121Q ¢1990 3030 10Q y t906 5-1/2 « d820 . 20d.Q 3120 ,:, 3, 01.$30700 4D90t35o ,d 2480 IN 3r,�1D5Qx „ 12JJ279 J 3869 1200 :200' 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3 1/2 3/4 3730 2380 2480 3380 1910 2180 3220 1750 2050 3190 1700 2020 3090 1610 1900 7J8 5080 2820 8290 4600 3330650 W4390` 23D S 2310 '4350 2fl70 221Q 4134= 1960 2020' 22HI 1� , 16630` 340,",7`050 78Q28"aD 533025,8Q:_ 24845250„ .252(1370rh99.D 2`410,E 518 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 1 1/2 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1130 1550 2280 1040 1480 7r8 3�8Q 7 tJ20- 252Q33601c440 2170 3't90�� 12602030 `3150 121Q)1990030 11Q0 19Q0 7-112 at ==41 2D .. 2049< 312b T;'' 4310� 1630 * 278Q 0 �4Tt9i 1356_, s 2530 , 4b5 _�i28t1 _ 248 z 3$6QZ�1200`,':2390 518 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3 1/2 3/4 3730 2380 2480 3380 1910 2180 3220 1750 2050 3190 1700 2020 3090 1610 1940 7/8 5080 282b,', 3290 ,4600 �Z330 2890 4890 2130 `27�0 4350 2070 2670 4f30 1960 2560'. 1,. 8630 > 3340" 4190, 5740 2780 3680 5330 2580 3380 5250a 2520 2�0 4990.'-24Q0�--3600' L Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 103.1). 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Appendix L) with bending yield strength (Fye) of 45,000 psi. AMERICAN WOOD COUNCIL